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06-064 (2) ~ ' 129.46 T LLJ CO 117.D3 CD Wu M ts E IL 1p m Er cl tie A —C3 C3 41t 418 HYD Of w --422F- --- -- uj ' 02/26/2007 15:58 4135846789 PAT MELNIK LAW OF PAGE 04 -2- by direct feed from the domestic water supply system. If I understand correctly, these types of systems require only 10 to 12 gallons per minute domestic water supply availability when operational and, therefore, would not impact a residual firefighting capacity or domestic availability for the remaining system even in the event of a fire. I think that you agreed that the Northampton Fire Department will support the new development as planned with sprinklers and will report to the Northampton Planning Department that the combination of domestic sprinkler systems on new units and the water supply system to be installed will provide for adequate fire fighting capacity at the site and satisfy ISO fire safety standards. If there is anything Y have misstated in this letter please let me know. I am hopeful that the definitive plan will be submitted to Northampton Planning sometime during the month of February. However, I would appreciate it if you would write a letter now to the.Northampton Planning Board, care of Wayne Feiden, indicating your support for the project,and further indicating that fire safety ISO standards will be met with the combination of the existing water supply system and sprinklers. Please send me a copy of your letter to the Planning Board. Thank you for your co-operation and willingness to meet with me. S' rely, Patri k J. Melnik PJM/j 1p 02071eto)(3940) 02/26/2007 15:58 4135846789 PAT MELNIK LAW OF PAGE 03 MELNIK LAW OFFICES Attorneys At Law 110 King Street Northampton, Ma, 01060 Telephone(413) 584-6750 Fax(413)584.6789 Patrick J. Melnik,Esq. email:pmelnik @verizon.net Patrick J. Melnik Jr.,Esq. patmelnikjr @verizon.net February 7, 2007 Duane Nichols, Deputy Chief Northampton Fire Department 26 Carlon Drive Northampton, Ma 01060 Re: Beaver Brook Estates Dear Deputy Nichols: Please accept this letter as a summary of the discussion 1 had with you and Chief Duggan at your office today. In connection with our discussion, I thinlc it was agreed by the three of us that, although there is adequate water for domestic use purposes available at the site, the availability four fire flow purposes is marginal and is dependent upon the existing purnp being in the "on" position during peak flow periods. My own water service engineer, Gary Swanson of Southampton, feels that the flow is sufficient for fire protection purposes. Nevertheless, I am agreeing for myself and my Brother-in-Law, John Hanley, that, in connection with our proposal for final subdivision approval, we will agree, either by covenants recorded in-the Hampshire County Registry of Deeds, or conditions imposed by the Planning Board, that we will require each and every newly constructed'residential housing unit to be built on the site to be required to have domestic residential sprinkler systems installed on the premises that are served 02/26/2007 15:58 4135846789 PAT MELNIK LAW OF PAGE 02 ' Feb.?6, G07 "5�3P�1 No-9157 P. 1 Northampton Department Post-it•Fax Note 7671 QU ! Memorandum "I "M ° N�� mot. Phf1fl11 N �ip�� YO: fQilrOlyl m1wh Fax"3d - 0 ax a f vm: Duane Nichols Data February 71, 2007 C4: Brian Duggan Rr. Beaver Brook Estates The Chief and 1 met with Developer Patrick Melnik in regards to water evailabilfty fvr fire protection for this project. After reviewing the information from the engineers, it was agreed that water availability was marginal for fire protection. With that, Mr. Melnik has agreed to sprinkler all residential units for this project. I have attached a copy of his letter. The fire department is In support of residential sprinklers for this project in order to ensure adequate Are fighting capabilities and to meet ISO fire safety standards. •Page 7 j -1040 PRW'D ED EVELOPENENT Ir BEA MK ESTATE -10 j -10 6'. t, Evergreen Rd, _ J 0 _ 9;. ti RcL i, a .y+ E n;t t• 405 CA y , b � i Mr. Patrick J. Melnik January 19, 2007 Page 4 of 4 Table 3A presents the system pressures for the proposed Beaver Brook Estates and the surrounding services when fire flows of 500 and 750 gpm are imposed within the development at Node 1035, but with the high service booster station is on. As shown in Table 3A, the required 20 psi residual pressure for fire protection will be met for a 500 gpm fire flow if the booster station is on. CONCLUSION Based on the results of the hydraulic analysis conducted, the proposed development should meet the water system pressure requirements for domestic service with minimal impact to the existing water system. With respect to fire protection as summarized in Table 3, the proposed development will not meet minimum system pressure requirements for 500 gpm fire flow as designed. This is largely due to the smaller unlined mains that exist within the Leeds Service System, and the higher elevations to be served within the development. The final determination for meeting fire protection requirements will need to be confirmed by the City's DPW and Fire Department as appropriate. If you have any questions or require additional information,please feel free to contact our office. Very truly yours, DEWS Y er�Cald e zZ�W/ Project Engineer SJz cc: Mr. Ned Huntley, P.E. —Director of Public Works Mr. Mark P. Reed, P.E. —Heritage Surveys, Inc. P:\A717 PROPOSALS\BEAVER BROOK ESTATES REPORT_REV.2.DOC Dewberry Mr. Patrick J. Melnik January 19, 2007 Page 3 of 4 TABLE 3 FIRE FLOWS AT PROPOSED DEVELOPMENT (PUMP OFF) MR 408 500/ 750 41.5 /21.8 35.4/ 13.4 77 t,4 "777, 7,77, `-k 4 o, ,t, 405 500/ 750 51.8 / 33.3 45.8 /25.1 406 500/750 43.8 /25.1 37.7 / 16.8 777 7777, H,997 500/750 62.5 / 51.8 58.7/46.6 1032 500./ 750 38.7/ 17.7 32.4/9.2 1035 500/ 750 23.9/2.8 17.6 / -5.7 1036 500/ 750 24.9/4.4 18.7 / -4.0 1040 500/ 750 27.8 / 6.8 21.6 / -1.7 As shown in Table 3, the residual pressures at several locations within the proposed Beaver Brook Estates and for the surrounding services will not be above the minimum 20 psi threshold required for fire protection under both fire flow scenarios. TABLE 3A FIRE FLOWS AT PROPOSED DEVELOPMENT (PUMP ON) RIS0(DUAL Firs Elay� k' �5 � n 4� -44,,:, Ell � �r�ctian � ti �.v Day x Day . �� w Y Tema 408 500/ 750 51.8 / 37.6 47.8 / 31.3 405 500/ 750 62.0/49.2 58.2 /43.1 406 500/ 750 54.0/41.0 50.1 / 34.7 997 500/ 750 70.6/ 64.2 68.5 / 60.7 1032 500/ 750 48.9/ 33.5 44.9/27.1 1035 500 / 750 34.1 / 18.7 30.1 / 12.2 1036 500/ 750 35.1 /20.3 31.1 / 13.9 1040 500/ 750 38.1 /22.7 34.1 / 16.2 P:W717 PROPOSALS\BEAVER BROOK ESTATES REPORT_REV.2.DOC Dewberry Table 2, all of the units within the proposed development and surrounding area should have the minimum recommended working pressure for domestic service of 35 pounds per square inch (psi) at the street connection. TABLE 1 SYSTEM PRESSURES UNDER DOMESTIC DEMANDS PRIOR TO BEAVER BROOK ESTATES 2`. $� ate" � �`� ) r leva on,; mw Grove Ave. & Evergreen Rd. 408 391 64.1 61.7 Leonard St. &Front St. 405 370 73.4 70.8 Leonard St. &Evergreen Rd. 406 388 65.6 63.0 Reservoir Rd. &Mulberry St. 997 362 76.0 74.1 TABLE 2 SYSTEM PRESSURES UNDER DOMESTIC DEMANDS WITH BEAVER BROOK ESTATES SYSTEM PSS "S 1�.calon . axon (feet} A�g# a Grove Ave. &Evergreen Rd. 408 391 64.1 61.7 Leonard St. &Front St. 405 370 73.2 70.8 Leonard St. & Evergreen Rd. 406 388 65.4 63.0 Reservoir Rd. &Mulberry St. 997 362 75.8 74.0 Beaver Brook Estates 1032 395 62.4 59.9 Beaver Brook Estates 1035 429 47.7 45.2 Beaver Brook Estates 1036 428 48.1 45.7 Beaver Brook Estates 1040 420 51.6 49.1 Table 3 presents the system pressures for the proposed Beaver Brook Estates and the surrounding services when fire flows of 500 and 750 gpm are imposed within the development at Node 1035 with the existing high service booster station off. P:W717 PROPOSALS\BEAVER BROOK ESTATES REPORT_REVI DOC 19 Dewberry 31 St.James Avenue 617 695 3400 3rd Floor 617 695 3310 fax Dewberry Boston,Massachusetts 02116-4103 www.dewbe".com January 19, 2007 110 King St. Northampton, MA 01060 Attn: Patrick J. Melnik SUBJECT: Hydraulic Analysis for Proposed Beaver Brook Estates Development Northampton,MA Dear Mr. Melnik: In response to your request, Dewberry-Goodkind, Inc. (Dewberry)has conducted a hydraulic analysis of Northampton's water distribution system based on the information provided by your office to evaluate any service impacts that the subject development may impose on the City's water system during domestic and fire flow scenarios. INTRODUCTION The proposed development is located off Evergreen Road between Grove Avenue and Leonard Street, approximately 300 feet east of Grove Avenue,within the City's Leeds Village High Pressure System (see attached schematic). The development has been evaluated based on extending an 8-inch water main, from the existing 6-inch water main in Evergreen Road, through the development and connecting to the existing 6-inch main in Grove Avenue. The development will include 21 new single-family units and 4 new apartment units. Each single-family unit will have 4 bedrooms and each apartment unit will have 2 bedrooms. Average daily water consumption for the proposed development has been estimated based on Title V requirements with a peaking factor of 5 applied as follows: ((21 units x 4 bedrooms) + (4 units x 2 bedrooms))x 110 gpd/unit= 10,120 gpd(average) 10,120 gpd x 5 = 50,600 gpd= 35 gpm (peak daily water consumption) ANALYSIS For the analysis, Dewberry modeled two scenarios utilizing the City's existing computerized water system model. The first scenario included simulating the peak daily consumption of 35 gallons per minute (gpm) for the entire development. For the second scenario, fire flows of 500 and 750 gpm were simulated at the highest elevation in the development. This location is represented by Junction Node 1035 on the attached schematic. Scenarios were run under average day and maximum day demands, as reported by the City. Results of the hydraulic analyses conducted are summarized in the following tables, and are based on an operating system gradient of 530 feet as provided by the Audubon Road Tank. Table 1 presents current system pressures under average day and maximum day demand conditions for the surrounding services. Table 2 presents the system pressures under average day and maximum day demand conditions for the proposed development and surrounding services. As shown in Dewberry-Goodkind, Inc. T.P.#lA-1 SOIL TESTING FOR SITE DEVELOPMENT Deep Hole Number: #IA-1 Date: 12-14-06 Time: Weather: Cool/Overcast Location(identify on site plan): Land Use: Vegetation: Slope(%): Landform: Position of Landscape: Surface Stones:Many Distance from: Open Water Body Feet Drainageway Feet Possible Wet Area Feet Property Line Feet Drinking Water Well Feet Other Feet TP#1A DEEP OBSERVATION HOLE LOG Depth from Soil Soil Texture Soil Color Soil Other(Structure,Stones,Boulders, Surface Horizon (USDA) (Munsell) Mottling Consistency, % Gravel) (Inches) 0—5" A Sandy Loam 10YR 3/4 Massive,Friable,roots,stones&cobbles 5"—16" B Sandy Loam 10YR 4/6 Massive,Friable,few roots,cobbles& stones Variable C Sandy Loam 2.5Y 4/4 None Massive,Friable,15%gravel,angular 16"— 64"& cobbles&stones,w/a few boulders 71" Refusal Parent Material(geologic) Ice Contact Depth to Groundwater: Standing Water in the Hole: None Depth to Bedrock: 64" Estimated Seasonal High Ground Water: >71" Weeping from Pit Face: None Certification: I certify that in November 1994, I passed the soil evaluator examination approved by the Department of Environmental Protection and that the above analysis was performed by me consistent with the required training,expertise and experience described in 310 CMR 15.017. Signature: Date: December 14,2006 Peter J. rlain T.P.#1A-1 REiITAGE SURAYS, INC. COLLEGE HIGHWAY& CLARK STREET—P.O-BOX 1 SOUTHAMPTON,MASSACHUSETTS 01073 TELEPHONE(413) 587-3600 FAX (413) 587-$8$0 SOIL TESTI1Y G FOR SITE DEVELOPMENT Project Number: 3923-980831 Date: December 14,2006 Performed by: Peter J.McErlain Equipment Operator: Rob Whiteley—Whiteley Excavating Health Inspector:N/A Site Address Client Name&Address Beaver Brook Estates Patrick J. Melnik Evergreen Road 110 King Street Northampton/Leeds,MA Northampton,MA 01060 New Construction IN Repair O Office Review Published Soil Survey Available: No Q Yes 0 Year Published Publication Scale Soil Map Unit Drainage Class Soil Limitations Surficial Geologic Report Available: No 0 Yes Q Year Published Publication Scale Geologic Material(Map Unit) Landform Flood Insurance Rate Map: Above 500 year flood boundary C3 Within 500 year flood boundary 0 Within 100 year flood boundary Q Wetland Area: National Wetland Invetory Map(Map Unit) Wetlands Conservacy Program Map(Map Unit) Current Water Resource Conditions(USGS): Month Range: Above Normal Q Normal 0 Below Normal 0 Other References Reviewed: Percolation Test Results No Perc Time Measurement Time Measurement Begin Saturation Begin Saturation End Saturation End Saturation 9"depth 9"depth Measurement Measurement 6"depth 6"depth Measurement Measurement Elapsed Time Elapsed Time 9"to 6" 9"to 6" Percolation Rate Percolation Rate: Bottom of Percolation Test Hole: Bottom of Percolation Test Hole: Determination for Seasonal Hieh Water Table Method Used • Depth observed standing on observation hole 71 inches N Depth weeping from side of observation hole None inches • Depth to soil mottles None inches ® Ground water adjustment N/A inches. Index Well Number Reading Date Index well level Adjustment factor Adjusted ground water level Depth of Naturally Occuring Pervious Material Does at least four feet of naturally occurring pervious material exist in all areas observed throughout the area proposed for the soil absorption system? Yes If yes,what is the depth of naturally occurring pervious material? TP#1A-1: 16"—64". If not,what is the depth of naturally occurring pervious material? TP# , TP#_ T.P. #1-1 SOIL TESTING FOR SITE DEVELOPMENT Deep Hole Number: #1-1 Date: 12-14-06 Time: Weather:Cool/Overcast Location(identify on site plan): Land Use: Vegetation: Slope(%): Landform: Position of Landscape: Surface Stones:Many Distance from Open Water Body Feet Drainageway Feet Possible Wet Area Feet Property Line Feet Drinking Water Well Feet Other Feet TP#1-1 DEEP OBSERVATION HOLE LOG Depth from Soil Soil Texture Soil Color Soil Other(Structure,Stones,Boulders, Surface Horizon (USDA) (Munsell) Mottling Consistency, % Gravel) nches 0—4" A Sandy Loam 10YR% Massive,Friable,roots,stones&cobbles 4"—16" B Sandy Loam 10YR 4/6 Massive,Friable,few roots,angular cobbles&stones 1611—56" C Sandy Loam 2.5Y 4/4 None Massive,Friable,15%gravel,angular Refusal cobbles&stones Parent Material(geologic) Depth to Groundwater: Standing Water in the Hole: None Depth to Bedrock:56" Estimated Seasonal High Ground Water: >56" Weeping from Pit Face: None Certification: I certify that in November 1994. I passed the soil evaluator examination approved by the Department of Environmental Protection and that the above analysis was performed by me consistent with the required training,expertise and experience described in 310 CMR 15.017. Signature: Date: December 14,2006 Peter J. M rlain T.P.# 1-1 HEW AGE SURAYS, INC. COLLEGE iil6fliWAY& CLARK STREET—P-O-BOX 1 SOUTHAMPTON,MASSACHUSETTS 01073 TELEPHONE(413) 587-3600 FAX (413) 587-$8$0 SOIL TEST11Y G FOR SITE DEVELOPMENT Project Number: 3923-980831 Date: December 14,2006 Performed by: Peter J.McErlain Equipment Operator: Rob Whiteley—Whiteley Excavating Health Inspector:N/A Site Address Client Name&Address Beaver Brook Estates Patrick J. Melnik Evergreen Road 110 King Street Northampton/Leeds,MA Northampton,MA 01060 New Construction IN Repair 0 Office Review Published Soil Survey Available: No C3 Yes Q Year Published Publication Scale Soil Map Unit Drainage Class Soil Limitations Surficial Geologic Report Available: No 0 Yes O Year Published Publication Scale Geologic Material(Map Unit) Landform Flood Insurance Rate Map: Above 500 year flood boundary 0 Within 500 year flood boundary 171 Within 100 year flood boundary O Wetland Area: National Wetland Invetory Map(Map Unit) Wetlands Conservacy Program Map(Map Unit) Current Water Resource Conditions(USGS): Month Range: Above Normal Q Normal Q Below Normal 0 Other References Reviewed: Percolation Test Results Perc 1-1 Time Measurement Time Measurement Begin Saturation 9:42 9 Gal.added Begin Saturation End Saturation Ill, 9:59 10" 10:11 End Saturation 9"depth 8" 10:31 9"@ 10:21 9"depth Measurement Measurement 6"depth 5" 11:07 7"@ 10:42 6"depth Measurement 6" 10:53 Measurement Elapsed Time 36/3 Elapsed Time 9"to 6" 9"to 6" Percolation Rate: 12 Min/Inch Percolation Rate: Bottom of Percolation Test Hole:36" Bottom of Percolation Test Hole: Determination for Seasonal High Water Table Method Used • Depth observed standing on observation hole 56 inches M Depth weeping from side of observation hole None inches • Depth to soil mottles None inches ® Ground water adjustment N/A inches. Index Well Number Reading Date Index well level Adjustment factor Adjusted ground water level Depth of Naturally Occuring Pervious Material Does at least four feet of naturally occurring pervious material exist in all areas observed throughout the area proposed for the soil absorption system? No If yes,what is the depth of naturally occurring pervious material? TP#_ , TP#_ If not,what is the depth of naturally occurring pervious material? TP#1-1: 16"—56" T.P. #7-1 SOIL TESTING FOR SITE DEVELOPMENT Deep Hole Number: #7-1 Date: 12-14-06 Time: Weather: Cool/Overcast Location(identify on site plan): at station 0+50 Land Use: Vegetation: Slope(%): Landform: Position of Landscape: Surface Stones: Many Distance from: Open Water Body Feet Drainageway Feet Possible Wet Area Feet Property Line Feet Drinking Water Well Feet Other Feet TP#7-1 DEEP OBSERVATION HOLE LOG Depth from Soil Soil Texture Soil Color Soil Other(Structure,Stones,Boulders, Surface Horizon (USDA) (Munsell) Mottling Consistency, % Gravel) (Inches) 0-691 A Sandy Loam 10YR 3/4 Massive,Friable,roots,stones&cobbles 691-2011 B Sandy Loam 10YR 4/4 Massive,Friable,few roots,cobbles& stones 20"—105" C Sandy Loam 2.5Y 4/3 None Massive,Friable,20%gravel,angular Refusal cobbles&stones,few boulders Parent Material(geologic) Depth to Groundwater: Standing Water in the Hole: None Depth to Bedrock: 105" Estimated Seasonal High Ground Water:>105" Weeping from Pit Face:None Certification: I certify that in November 1994. 1 passed the soil evaluator examination approved by the Department of Environmental Protection and that the above analysis was performed by me consistent with the required training,expertise and experience described in 310 CMR 15.017. Signature: Date: December 14,2006 Peter AkcEA2 T.P.# 7-1 HERffAGE SURAYS, INC. COLLEGE HIGHWAY& CLARK STREET—P.O.BOX 1 SOUTHAMPTON,MASSACHUSETTS 01073 TELEPHONE(413) 587-3600 FAX (413) 587-$8$0 SOIL TESTING FOR SITE DEVELOPMENT Project Number: 3923-980831 Date: December 14,2006 Performed by: Peter J.McErlain Equipment Operator: Rob Whiteley—Whiteley Excavating Health Inspector:N/A Site Address Client Name&Address Beaver Brook Estates Patrick J. Melnik Evergreen Road 110 King Street Northampton/Leeds,MA Northampton,MA 01060 New Construction R Repair O Office Review Published Soil Survey Available: No C3 Yes O Year Published Publication Scale Soil Map Unit Drainage Class Soil Limitations Surficial Geologic Report Available: No 0 Yes 0 Year Published Publication Scale Geologic Material(Map Unit) Landform Flood Insurance Rate Map: Above 500 year flood boundary 0 Within 500 year flood boundary 0 Within 100 year flood boundary Q Wetland Area: National Wetland Invetory Map(Map Unit) Wetlands Conservacy Program Map(Map Unit) Current Water Resource Conditions(USGS): Month Range: Above Normal 0 Normal Q Below Normal Q Other References Reviewed: Percolation Test Results No Pere Time Measurement Time Measurement Begin Saturation Begin Saturation End Saturation End Saturation 9"depth 9"depth Measurement Measurement 6"depth 6"depth Measurement Measurement Elapsed Time Elapsed Time 9"to 6" 9"to 6" Percolation Rate Percolation Rate: Bottom of Percolation Test Hole: Bottom of Percolation Test Hole: Determination for Seasonal Hieh Water Table Method Used • Depth observed standing on observation hole 105 inches ® Depth weeping from side of observation hole None inches • Depth to soil mottles 80 inches ® Ground water adjustment N/A inches. Index Well Number Reading Date Index well level Adjustment factor Adjusted ground water level Depth of Naturally Occuring Pervious Material Does at least four feet of naturally occurring pervious material exist in all areas observed throughout the area proposed for the soil absorption system? Yes If yes,what is the depth of naturally occurring pervious material? TP#7-1: 20"—105" If not,what is the depth of naturally occurring pervious material? TP# , TP# T.P. #6-1 SOIL TESTING FOR SITE DEVELOPMENT Deep Hole Number: #6-1 Date: 12-14-06 Time: Weather:Cool/Overcast Location(identify on site plan): at station 2+50 Land Use: Vegetation: Slope(%): Landform: Position of Landscape: Surface Stones:Many Distance from: Open Water Body Feet Drainageway Feet Possible Wet Area Feet Property Line Feet Drinking Water Well Feet Other Feet TP#6-1 DEEP OBSERVATION HOLE LOG Depth from Soil Soil Texture Soil Color Soil Other(Structure,Stones,Boulders, Surface Horizon (USDA) (Munsell) Mottling Consistency, % Gravel) (Inches) 0-555 A Sandy Loam 10YR 3/4 Massive,Friable,roots,stones&cobbles 5"—19" B Sandy Loam 10YR 4/4 Massive,Friable,few roots,cobbles& stones 1991— 80" C1 Sandy Loam 2.5Y 4/4 @ 80" Massive,Friable,20% gravel,angular 10YR 5/6 cobbles&stones 80"—137" CZ Sandy Loam 2.5Y 4/2 Massive,Friable, 10% angular cobbles& Refusal stones&a few boulders Parent Material(geologic) Depth to Groundwater: Standing Water in the Hole: None Depth to Bedrock:>137" Estimated Seasonal High Ground Water: 80" Weeping from Pit Face: None Certification: I certify that in November 1994. I passed the soil evaluator examination approved by the Department of Environmental Protection and that the above analysis was performed by me consistent with the required training,expertise and experience described in 310 CMR 15.017. Signature: Date: December 14, 2006 Peter J. MfErlain T.P.#6-1 HERITAGE SURYIYS, INC. COI.LWE HIGHWAY& CLARK STET—P.O-BOX 1 SOUTHAMPTON,MASSACHUSETTS 010'73 TELEPHONE(413) 587-3600 FAX (413) 587-$8$0 SOIL TESTING FOR SITE DEVELOPMENT Project Number: 3923-980831 Date: December 14,2006 Performed by: Peter J.McErlain Equipment Operator: Rob Whiteley—Whiteley Excavating Health Inspector:N/A Site Address Client Name&Address Beaver Brook Estates Patrick J. Melnik Evergreen Road 110 King Street Northampton/Leeds, MA Northampton, MA 01060 New Construction OO Repair 0 Office Review Published Soil Survey Available: No O Yes 0 Year Published Publication Scale Soil Map Unit Drainage Class Soil Limitations Surficial Geologic Report Available: No 0 Yes 0 Year Published Publication Scale Geologic Material(Map Unit) Landform Flood Insurance Rate Map: Above 500 year flood boundary 0 Within 500 year flood boundary 0 Within 100 year flood boundary 7 Wetland Area: National Wetland Invetory Map(Map Unit) Wetlands Conservacy Program Map(Map Unit) Current Water Resource Conditions(USGS): Month Range: Above Normal Q Normal O Below Normal O Other References Reviewed: Percolation Test Results No Perc Time Measurement Time Measurement Begin Saturation Begin Saturation End Saturation End Saturation 9"depth 9"depth Measurement Measurement 6"depth 6"depth Measurement Measurement Elapsed Time Elapsed Time 9"to 6" 9"to 6" Percolation Rate Percolation Rate: Bottom of Percolation Test Hole: Bottom of Percolation Test Hole: Determination for Seasonal High Water Table Method Used • Depth observed standing on observation hole 137 inches ® Depth weeping from side of observation hole None inches • Depth to soil mottles 80 inches ® Ground water adjustment N/A inches. Index Well Number Reading Date Index well level Adjustment factor Adjusted ground water level Depth of Naturally Occuring Pervious Material Does at least four feet of naturally occurring pervious material exist in all areas observed throughout the area proposed for the soil absorption system? Yes If yes,what is the depth of naturally occurring pervious material? TP#6-1 : 19"—137". If not,what is the depth of naturally occurring pervious material? TP# , TP# T.P. #5-1 SOIL TESTING FOR SITE DEVELOPMENT Deep Hole Number: #5-1 Date: 12-14-06 Time: Weather:Cool/Overcast Location(identify on site plan): at station 4+50 Land Use: Vegetation: Slope(%): Landform: Position of Landscape: Surface Stones: Many Distance from: Open Water Body Feet Drainageway Feet Possible Wet Area Feet Property Line Feet Drinking Water Well Feet Other Feet TP#5-1 DEEP OBSERVATION HOLE LOG Depth from Soil Soil Texture Soil Color Soil Other(Structure,Stones,Boulders, Surface Horizon (USDA) (Munsell) Mottling Consistency,% Gravel) (Inches) 0-399 A Sandy Loam 10YR 3/4 Massive,Friable,roots,stones&cobbles 3"—16" B Sandy Loam 10YR 4/4 Massive,Friable,few roots,cobbles& stones 1699-9099 C, Sandy Loam 2.5Y 4/3 @ 86" Massive,Friable,20%gravel,angular 10YR 5/6 cobbles&stones 9011—122" C2 Coarse Sand& 2.5Y 3/2 Loose,Single Grain,w/a few angular Refusal Gravel cobbles&stones Parent Material(geologic) Depth to Groundwater: Standing Water in the Hole: 118" Depth to Bedrock: 122" Estimated Seasonal High Ground Water:86" Weeping from Pit Face: 91" Certification: I certify that in November 1994, 1 passed the soil evaluator examination approved by the Department of Environmental Protection and that the above analysis was performed by me consistent with the required training,expertise and experience described in 310 CMR 15.017. Signature: Date: December 14, 2006 Peter J. Achrlain T.P.# 5-1 EF.WA6iE SURAYS, INC. COLLEGE HIGHWAY& CLARK STREET—P.0-BOX 1 SOUTHAMPTON,MASSACHUSETTS 01073 TELEPHONE(413) 587-3600 FAX (413) 587-$860 SOIL TESTING FOR SITE DEVELOPMENT Project Number: 3923-980831 Date: December 14,2006 Performed by: Peter J.McErlain Equipment Operator: Rob Whiteley—Whiteley Excavating Health Inspector:N/A Site Address Client Name&Address Beaver Brook Estates Patrick J. Melnik Evergreen Road 110 King Street Northampton/Leeds,MA Northampton,MA 01060 New Construction 19 Repair 0 Office Review Published Soil Survey Available: No Q Yes 0 Year Published Publication Scale Soil Map Unit Drainage Class Soil Limitations Surficial Geologic Report Available: No Q Yes Q Year Published Publication Scale Geologic Material(Map Unit) Landform Flood Insurance Rate Map: Above 500 year flood boundary 0 Within 500 year flood boundary 0 Within 100 year flood boundary 0 Wetland Area: National Wetland Invetory Map(Map Unit) Wetlands Conservacy Program Map(Map Unit) Current Water Resource Conditions(USGS): Month Range: Above Normal Q Normal 0 Below Normal Q Other References Reviewed: Percolation Test Results No Perc Time Measurement Time Measurement Begin Saturation Begin Saturation End Saturation End Saturation 9"depth 9"depth Measurement Measurement 6"depth 6"depth Measurement Measurement Elapsed Time Elapsed Time 9"to 6" 9"to 6' Percolation Rate Percolation Rate: Bottom of Percolation Test Hole: Bottom of Percolation Test Hole: Determination for Seasonal Hiah Water Table Method Used • Depth observed standing on observation hole 122 inches ® Depth weeping from side of observation hole 91 inches • Depth to soil mottles 86 inches ® Ground water adjustment N/A inches. Index Well Number Reading Date _ Index well level Adjustment factor Adjusted ground water level Depth of Naturally Occuring Pervious Material Does at least four feet of naturally occurring pervious material exist in all areas observed throughout the area proposed for the soil absorption system? Yes If yes,what is the depth of naturally occurring pervious material? TP#5-1: 16"—122" If not,what is the depth of naturally occurring pervious material? TP# TP#_ T.P. #4-1 SOIL TESTING FOR SITE DEVELOPMENT Deep Hole Number: #4-1 Date: 12-14-06 Time: Weather:Cool/Overcast Location(identify on site plan): at station 6+50 Land Use: Vegetation: Slope(%): Landform: Position of Landscape: Surface Stones:Many Distance from: Open Water Body Feet Drainageway Feet Possible Wet Area Feet Property Line Feet Drinking Water Well Feet Other Feet TP#4-1 DEEP OBSERVATION HOLE LOG Depth from Soil Soil Texture Soil Color Soil Other(Structure, Stones,Boulders, Surface Horizon (USDA) (Munsell) Mottling Consistency, % Gravel) nches 0-499 A Sandy Loam 10YR 3/4 Massive,Friable,roots,stones&cobbles 491—19" B Sandy Loam 10YR 4/4 Massive,Friable,few roots,angular cobbles&stones 19"— 104" C Sandy Loam 2.5Y 4/4 None Massive,Friable,20%gravel,angular Refusal cobbles&stones Parent Material(geologic) Depth to Groundwater: Standing Water in the Hole: None Depth to Bedrock: 104" Estimated Seasonal High Ground Water:>104" Weeping from Pit Face:None Certification: I certify that in November 1994, I passed the soil evaluator examination approved by the Department of Environmental Protection and that the above analysis was performed by me consistent with the required training,expertise and experience described in 310 CMR 15.017. Signature: Date: December 14, 2006 Peter J. cErlain T.P.#4-1 HEWME SURAYS, INC. COLLEIE HIGHWAY& CLARK STREET—P.O.BOX 1 SOUTHAMPTON,MASSACHUSETTS 01073 TELEPHONE(413) 587-3600 FAX (413) 527-$8$0 SOIL TESTING FOR SITE DEVELOPMENT Project Number: 3923-980831 Date: December 14,2006 Performed by: Peter J.McErlain Equipment Operator: Rob Whiteley—Whiteley Excavating Health Inspector:N/A Site Address Client Name&Address Beaver Brook Estates Patrick J. Melnik Evergreen Road 110 King Street Northampton/Leeds,MA Northampton,MA 01060 New Construction ❑x Repair l7 Office Review Published Soil Survey Available: No 0 Yes Q Year Published Publication Scale Soil Map Unit Drainage Class Soil Limitations Surficial Geologic Report Available: No 0 Yes 0 Year Published Publication Scale Geologic Material(Map Unit) Landform Flood Insurance Rate Map: Above 500 year flood boundary Q Within 500 year flood boundary Q Within 100 year flood boundary C3 Wetland Area: National Wetland Invetory Map(Map Unit) Wetlands Conservacy Program Map(Map Unit) Current Water Resource Conditions(USGS): Month Range: Above Normal Q Normal Q Below Normal 0 Other References Reviewed: Percolation Test Results No Perc Time Measurement Time Measurement Begin Saturation Begin Saturation End Saturation End Saturation 9"depth 9"depth Measurement Measurement 6"depth 6"depth Measurement Measurement Elapsed Time Elapsed Time 9"to 6" 9"to 6" Percolation Rate Percolation Rate: Bottom of Percolation Test Hole: Bottom of Percolation Test Hole: Determination for Seasonal Hiah Water Table Method Used • Depth observed standing on observation hole 104 inches ® Depth weeping from side of observation hole None inches • Depth to soil mottles None inches ® Ground water adjustment N/A inches. Index Well Number Reading Date Index well level Adjustment factor Adjusted ground water level Depth of Naturally Occuring Pervious Material Does at least four feet of naturally occurring pervious material exist in all areas observed throughout the area proposed for the soil absorption system? Yes If yes,what is the depth of naturally occurring pervious material? TP#4-1: 19"—104". If not,what is the depth of naturally occurring pervious material? TP#_ TP#_ T.P.#3-1 SOIL TESTING FOR SITE DEVELOPMENT Deep Hole Number: #3-1 Date: 12-14-06 Time: Weather: Cool/Overcast Location(identify on site plan): at station 9+50 Land Use: Vegetation: Slope(%): Landform: Position of Landscape: Surface Stones:Many Distance from: Open Water Body Feet Drainageway Feet Possible Wet Area Feet Property Line Feet Drinking Water Well Feet Other Feet TP#3-1 DEEP OBSERVATION HOLE LOG Depth from Soil Soil Texture Soil Color Soil Other(Structure,Stones,Boulders, Surface Horizon (USDA) (Munsell) Mottling Consistency, %Gravel) (Inches) 0-599 A Sandy Loam 10YR 3/4 Massive,Friable,roots,stones&cobbles 5"—17" B Sandy Loam 10YR 4/4 Massive,Friable,few roots,angular cobbles&stones 17"—99" C Sandy Loam 2.5Y 4/3 @ 74" Massive,Friable,20%gravel,angular Refusal 10YR 5/6 cobbles&stones Parent Material(geologic) Depth to Groundwater: Standing Water in the Hole: None Depth to Bedrock:99" Estimated Seasonal High Ground Water: 74" Weeping from Pit Face:None Certification: I certify that in November 1994, I passed the soil evaluator examination approved by the Department of Environmental Protection and that the above analysis was performed by me consistent with the required training,expertise and experience described in 310 CMR 15.017. Signature: Date: December 14.2006 Peter . McErlain T.P.#3-1 HEW ME SURAYS, INC. COLLEGE HIGHWAY& CLARK STRM—P.O.$OX 1 SOUTHAMPTON,MASSACHUSETTS 01075 TELEPHONE(415) 587-5600 FAX(415) 587-$8$0 SOIL TESTING FOR SITE DEVELOPMENT Project Number: 3923-980831 Date: December 14,2006 Performed by: Peter J.McErlain Equipment Operator: Rob Whiteley—Whiteley Excavating Health Inspector:N/A Site Address Client Name&Address Beaver Brook Estates Patrick J. Melnik Evergreen Road 110 King Street Northampton/Leeds,MA Northampton, MA 01060 New Construction 179 Repair 0 Office Review Published Soil Survey Available: No 0 Yes 0 Year Published Publication Scale Soil Map Unit Drainage Class Soil Limitations Surficial Geologic Report Available: No 0 Yes 0 Year Published Publication Scale Geologic Material(Map Unit) Landform Flood Insurance Rate Map: Above 500 year flood boundary 0 Within 500 year flood boundary 0 Within 100 year flood boundary 0 Wetland Area: National Wetland Invetory Map(Map Unit) Wetlands Conservacy Program Map(Map Unit) Current Water Resource Conditions(USGS): Month Range: Above Normal 0 Normal 0 Below Normal 0 Other References Reviewed: Percolation Test Results No Perc Time Measurement Time Measurement Begin Saturation Begin Saturation End Saturation End Saturation 9"depth 9"depth Measurement Measurement 6"depth 6"depth Measurement Measurement Elapsed Time Elapsed Time 9"to 6" 9"to 6" Percolation Rate Percolation Rate: Bottom of Percolation Test Hole: Bottom of Percolation Test Hole: Determination for Seasonal Hieh Water Table Method Used • Depth observed standing on observation hole 99 inches 0 Depth weeping from side of observation hole None inches • Depth to soil mottles 74 inches N Ground water adjustment N/A inches. Index Well Number Reading Date Index well level Adjustment factor Adjusted ground water level Depth of Naturally Occuring�Pervious Material Does at least four feet of naturally occurring pervious material exist in all areas observed throughout the area proposed for the soil absorption system? Yes If yes,what is the depth of naturally occurring pervious material? TP#3-1: 17"—99" If not,what is the depth of naturally occurring pervious material? TP# , TP#_ T.P. #2-1 SOIL TESTING FOR SITE DEVELOPMENT Deep Hole Number: #2-1 Date: 12-14-06 Time: Weather: Cool/Overcast Location(identify on site plan): Land Use: Vegetation: Slope(%): Landform: Position of Landscape: Surface Stones:Many Distance from: Open Water Body Feet Drainageway Feet Possible Wet Area Feet Property Line Feet Drinking Water Well Feet Other Feet TP#2-1 DEEP OBSERVATION HOLE LOG Depth from Soil Soil Texture Soil Color Soil Other(Structure,Stones,Boulders, Surface Horizon (USDA) (Munsell) Mottling Consistency,%Gravel) (Inches) 0-599 A Sandy Loam 10YR 3/4 Massive,Friable,roots,stones&cobbles 5"-1999 B Sandy Loam 10YR 4/6 Massive,Friable,few roots,angular cobbles&stones 19"— Variable C Sandy Loam 2.5Y 4/4 None Massive,Friable,10%gravel,angular 56"to 102" cobbles&stones Refusal Note:variable dde th to ledge Parent Material(geologic) Depth to Groundwater: Standing Water in the Hole:None Depth to Bedrock: 56" Estimated Seasonal High Ground Water: >102" Weeping from Pit Face: None Certification: I certify that in November 1994, 1 passed the soil evaluator examination approved by the Department of Environmental Protection and that the above analysis was performed by me consistent with the required training,expertise and experience described in 310 CMR 15.017. Signature: %V-� Date: December 14, 2006 Peter J cErlain T.P.# 2-1 H=TAfiE SURAYS, INC. COLLEGE HIGHWAY& CLARK STREET—P.O.BOX 1 SOUTHAMPTON, MASSACHUSETTS 01073 TELEPHONE(413) 587-3600 FAX(413) 587-$8$0 SOIL TESTING FOR SITE DEVELOPMENT Project Number: 3923-980831 Date: December 14,2006 Performed by: Peter J.McErlain Equipment Operator: Rob Whiteley—Whiteley Excavating Health Inspector:N/A Site Address Client Name&Address Beaver Brook Estates Patrick J. Melnik Evergreen Road 110 King Street Northampton/Leeds,MA Northampton,MA 01060 New Construction 9 Repair 0 Office Review Published Soil Survey Available: No Q Yes 0 Year Published Publication Scale Soil Map Unit Drainage Class Soil Limitations Surficial Geologic Report Available: No C3 Yes Q Year Published Publication Scale Geologic Material(Map Unit) Landform Flood Insurance Rate Map: Above 500 year flood boundary Q Within 500 year flood boundary 0 Within 100 year flood boundary Q Wetland Area: National Wetland Invetory Map(Map Unit) Wetlands Conservacy Program Map(Map Unit) Current Water Resource Conditions(USGS): Month Range: Above Normal 0 Normal 0 Below Normal Q Other References Reviewed: Percolation Test Results Time Measurement Time Measurement Begin Saturation Begin Saturation End Saturation End Saturation 9"depth 9"depth Measurement Measurement 6"depth 6"depth Measurement Measurement Elapsed Time Elapsed Time 9"to 6" 9"to 6" Percolation Rate: Percolation Rate: Bottom of Percolation Test Hole: Bottom of Percolation Test Hole: Determination for Seasonal Hi¢h Water Table Method Used • Depth observed standing on observation hole 102 inches ® Depth weeping from side of observation hole None inches • Depth to soil mottles None inches ® Ground water adjustment N/A inches. Index Well Number Reading Date Index well level Adjustment factor Adjusted ground water level Depth of Naturally Occuring Pervious Material Does at least four feet of naturally occurring pervious material exist in all areas observed throughout the area proposed for the soil absorption system? No If yes,what is the depth of naturally occurring pervious material? TP#_: TP#_ If not,what is the depth of naturally occurring pervious material? TP#1-1: 19"—102" HERITAGE SURVEYS, INC. Professional Surveyors and Engineers 241 College Highway & Clark Street Post Office Box 1 Southampton, Massachusetts 01073 Bruce A. Coombs, President Telephone(413) 527-3600 Professional Surveyor, MA, CT& VT Facsimile(413) 527-8280 E-mail: bruce@heritagesurueys.com Website: heritagesurveys.com April 6, 2007 Beaver Brook Estates Northampton,MA HSI Job #3923-980831 SEWER FLOW CALCULATION PROPOSED 8" PVC-SDR35 SEWER GIVEN: 14 LOTS =f9 ACRES PARCEL C =f18 ACRES (8 RESIDENTS) POPULATION: DENSITY=4 PERSONS/LOT AVERAGE FLOW= 150 GAL/CAPITA/DAY DESIGN FLOW: POPULATION =4 PERSONS X 150 GAL/DAY/LOT = 600 GAL/DAY/LOT =600 GAL/DAY/22 (14+8) = 13,200 GAL/DAY PEAK DOMESTIC SEWER FLOW =3 x 13,200 = 39,600 GAL/DAY INFILTRATION =±500 GAL/DAY/AC = 500x27 = 13,500 GAL/DAY TOTAL PEAK FLOW = 53,100 GAL/DAY =±7,100 CF/DAY =±300 CF/HR =0.10 CF/SEC PROPOSED SANITARY SEWER MAIN FOR PROJECT 8" PVC-SDR35 n=0.010 S=0.50%V=3.15 F/S Q=1.10 CF/SEC *� Page 2 of 2 April 6, 2007 HSI Job #3923-980831 Construction Related Controls: Prior to construction a synthetic filter and/or straw bale barriers shall be installed, as shown on the accompanying plans. All erosion and sediment control measured shall be inspected daily during grading and after all rain storms by the contractor and shall be kept in functioning condition until tributary areas are stabilized. Sediment shall be removed from silt fences, check dams, and filter dams when it reaches a depth of six inches. Filters shall be cleaned or replaced when water continuously ponds over six inches deep. Ponded water shall be discharged to an upland area with sediment controls, as required. The forebay shall be cleaned a minimum of four times per year and inspected monthly. A fixed vertical, concrete sediment depth marker shall be installed in the bottom of the forebay to measure the sediment deposition. The sediment depth marker will allow the owner* to monitor the accumulation and anticipate maintenance needs. The sediment shall be cleaned out when an accumulation of 6" of sediment is reached. All sediment and hydrocarbons should be handled properly and disposed in accordance with local, state and federal guidelines and regulations. wA If necessary, a stone tracking mat shall be installed and maintained at any point where construction traffic from an unpaved road enters into the paved portion of the site or street. war If any questions arise regarding erosion and sedimentation control measures the Environmental Professional and/or Project Engineer shall be consulted immediately. *Owner = Homeowners Association wa w IM nx'ERITAEiE SURVEYS, INC. Professional Surveyors and Engineers 241 College Highway & Clark Street Post Office Box 1 Southampton, Massachusetts 01073 Bruce A. Coombs, President Telephone(413) 527-3600 Professional Surveyor, MA, CT& VT Facsimile(413) 527-8280 E-mail: bruce@)writagesurveys.com Website: heritagesurveys.com April 6, 2007 HSI Job #3923-980831 Beaver Brook Estates Evergreen Road Northampton, MA OPERATION AND MAINTENANCE PLAN Schedule for Inspection and Maintenance of the Stormwater System: Annual inspection of the system shall be performed by the "*owner" between April 15 and May .� 1. After the annual inspection is performed if any maintenance is required, the "*owner" shall contact a licensed contractor qualified to perform the necessary maintenance. The contractor shall perform the necessary maintenance to remove sediment and debris from the site and properly dispose of the material at the end of the snow season but no later than May 15. The "*owner" shall inspect the system after major storm events and contact a licensed contractor as outlined above, sediment and debris shall be properly disposed of off the site. Routine and Non-Routine Maintenance Tasks: The "*owner" shall keep the stormwater system in working condition at all times. These tasks shall be performed daily and any material shall be disposed of properly. During the annual inspection of the stormwater system the pavement areas and travel ways shall be swept and the debris and sediment shall be properly disposed of off site. It is also recommended that an additional sweeping be performed after fall leaf debris has ceased. Plan for Sediment, Debris, and Oil Disposal: The "*owner" shall obtain the services of licensed contractor to perform this operation and maintenance plan. These contractors shall provide to the "*owner"records of the approved sites for disposal of sediment, debris and oil. Copies of these records will be available upon request. Maintenance of Stormwater Controls: The proposed drainage system is designed to minimize and simplify maintenance requirements. Until construction is completed and all tributary areas are stabilized, frequent inspections and maintenance of the drainage system will be required. After construction a minimum of an annual inspection and maintenance of all system components is required by the"*owner". The drainage system shall be inspected and maintenance, by the "*owner", after major storm events. Annual maintenance of the catch basins, forebay, basin, drainage control structure and water quality swale are required to remove accumulated sediment and floating materials as protection to the wetlands. The control structure is designed for easy accessibility and shall be checked in the fall and spring to remove any debris at the orifice inlets and shall be cleaned as necessary. t Airs �� r . 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'y w1w ry r • XV low y i 5 q1. Lva w M jt e, a 7 It io 44 \�a Tp#1 _ ELEV. =406.67 LEDGE=402.00 � i alii a ; I i i TP - 1 ► I EL V. =4 0 .25E i LEG = 0 .92( i 140' 110' ! j I 35' I 65' ! in T.P.#1 A-1 SOIL TESTING FOR SITE DEVELOPMENT A. Deep Hole Number: #1A-1 Date: 12-14-06 Time: Weather:Cool/Overcast Location(identify on site plan): Land Use: Vegetation: Slope(%): 40 Landform: Position of Landscape: Surface Stones:Many Distance from: Open Water Body Feet Drainageway Feet Possible Wet Area Feet Property Line Feet Drinking Water Well Feet Other Feet TP#1A DEEP OBSERVATION HOLE LOG Depth from Soil Soil Texture Soil Color Soil Other(Structure,Stones,Boulders, Surface Horizon (USDA) (Munsell) Mottling Consistency,% Gravel) (Inches) 0-559 A Sandy Loam 10YR 3/4 Massive,Friable,roots,stones&cobbles w 5"—16" B Sandy Loam 10YR 4/6 Massive,Friable,few roots,cobbles& stones 40 Variable C Sandy Loam 2.5Y 4/4 None Massive,Friable,15%gravel,angular 16"— 64"& cobbles&stones,w/a few boulders 71" go Refusal we Parent Material(geologic) Ice Contact Depth to Groundwater: Standing Water in the Hole: None Depth to Bedrock: 64" Estimated Seasonal High Ground Water: >71" Weeping from Pit Face: None Certification: I certify that in November 1994, I passed the soil evaluator examination approved by the Department of Environmental Protection and that the above analysis was performed by me consistent with the required training,expertise and experience described in 310 CMR 15.017. a Signature: Date: December 14,2006 a„ Peter J. rlain T.P.#lA-1 REWAGE SURVEYS, INC. COLLEGE HIGHWAY$ CLARK STRM—P.O.BOX 1 SOUTHAMPTON,MASSACHUSETTS 01073 TELEPHONE(4E13) 587-3600 FAX (4E13) 587-$8$0 SOIL TESTING FOR SITE DEVELOPMENT Project Number: 3923-980831 Date: December 14,2006 Performed by: Peter L McErlain Equipment Operator: Rob Whiteley–Whiteley Excavating Health Inspector:N/A Site Address Client Name&Address Beaver Brook Estates Patrick J. Melnik Evergreen Road 110 King Street Northampton/Leeds,MA Northampton,MA 01060 New Construction n Repair Q Office Review Published Soil Survey Available: No Q Yes Q Year Published Publication Scale Soil Map Unit Drainage Class Soil Limitations Surficial Geologic Report Available: No 0 Yes Q Year Published Publication Scale Geologic Material(Map Unit) Landform Flood Insurance Rate Map: Above 500 year flood boundary Q Within 500 year flood boundary Q Within 100 year flood boundary Q Wetland Area: National Wetland Invetory Map(Map Unit) Wetlands Conservacy Program Map(Map Unit) Current Water Resource Conditions(USGS): Month Range: Above Normal 0 Normal Q Below Normal 0 Other References Reviewed: +w Percolation Test Results No Pere Time Measurement Time Measurement Begin Saturation Begin Saturation End Saturation End Saturation 9"depth 9"depth +�w Measurement Measurement 6"depth 6"depth Measurement Measurement Elapsed Time Elapsed Time 9"to 6" 9"to 6" Percolation Rate Percolation Rate: Bottom of Percolation Test Hole: Bottom of Percolation Test Hole: Determination for Seasonal High Water Table Method Used ® Depth observed standing on observation hole 71 inches N Depth weeping from side of observation hole None inches ® Depth to soil mottles None inches N Ground water adjustment N/A inches. Index Well Number Reading Date Index well level +w Adjustment factor Adjusted ground water level Depth of Naturally Occuring Pervious Material Does at least four feet of naturally occurring pervious material exist in all areas observed throughout the area proposed for the soil absorption system? Yes If yes,what is the depth of naturally occurring pervious material? TP#IA-1: 1611–641$. If not,what is the depth of naturally occurring pervious material? TP# TP#— T.P. #1-1 SOIL TESTING FOR SITE DEVELOPMENT Deep Hole Number: #1-1 Date: 12-14-06 Time: Weather:Cool/Overcast Location(identify on site plan): Land Use: Vegetation: Slope(%): Landform: Position of Landscape: Surface Stones:Many Distance from: Open Water Body Feet Drainageway Feet Possible Wet Area Feet Property Line Feet Drinking Water Well Feet Other Feet a� TP#1-1 DEEP OBSERVATION HOLE LOG Depth from Soil Soil Texture Soil Color Soil Other(Structure,Stones,Boulders, Surface Horizon (USDA) (Munsell) Mottling Consistency,% Gravel) (Inches) 0-411 A Sandy Loam lOYR'/. Massive,Friable,roots,stones&cobbles 411—16'$ B Sandy Loam 10YR 4/6 Massive,Friable,few roots,angular cobbles&stones OF 16"—56" C Sandy Loam 2.5Y 4/4 None Massive,Friable,15%gravel,angular Refusal cobbles&stones sw . Parent Material(geologic) Depth to Groundwater: Standing Water in the Hole: None Depth to Bedrock:56" Estimated Seasonal High Ground Water: >56" Weeping from Pit Face: None Certification: I certify that in November 1994, I passed the soil evaluator examination approved by the Department of Environmental Protection and that the above analysis was performed by me consistent with the required training,expertise and experience described in 310 CMR 15.017. Signature: Date: December 14,2006 Peter J. M rlain T.P.# 1-1 HMTACEE SURAYS, INC. COLLEGE 1UGHWAY& CLARK STREET—P.O.$OX 1 SOUTHAMPTON,MASSACHUSETTS 01073 TELEPHONE(413) 587-3600 FAX(413) 587-$8$0 SOIL TESTING FOR SITE DEVELOPMENT Project Number: 3923-980831 Date: December 14,2006 Performed by: Peter J.McErlain Equipment Operator: Rob Whiteley—Whiteley Excavating Health Inspector:N/A Site Address Client Name&Address Beaver Brook Estates Patrick J.Melnik Evergreen Road 110 King Street Northampton/Leeds,MA Northampton,MA 01060 New Construction 10 Repair Q Office Review Published Soil Survey Available: No 0 Yes Q Year Published Publication Scale Soil Map Unit Drainage Class Soil Limitations Surficial Geologic Report Available: No 0 Yes 0 Year Published Publication Scale Geologic Material(Map Unit) Landform Flood Insurance Rate Map: ' Above 500 year flood boundary 0 Within 500 year flood boundary 0 Within 100 year flood boundary Q Wetland Area: National Wetland Invetory Map(Map Unit) Wetlands Conservacy Program Map(Map Unit) + • Current Water Resource Conditions(USGS): Month Range: Above Normal 0 Normal Q Below Normal 0 Other References Reviewed: Percolation Test Results Pere 1-1 Time Measurement Time Measurement Begin Saturation 9:42 9 Gal.added Begin Saturation End Saturation 11" 9:59 10" @ 10:11 End Saturation 9"depth 8" 10:31 9"@ 10:21 9"depth Measurement Measurement 6"depth 5" 11:07 7"@ 10:42 6"depth Measurement 6" 10:53 Measurement Elapsed Time 36/3 Elapsed Time 9"to 6" 9"to 6" Percolation Rate: 12 Min/Inch Percolation Rate: Bottom of Percolation Test Hole:36" Bottom of Percolation Test Hole: ""■' Determination for Seasonal High Water Table Method Used ® Depth observed standing on observation hole 56 inches ® Depth weeping from side of observation hole None inches ® Depth to soil mottles None inches ® Ground water adjustment N/A inches. 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Page 6 HydroCAD®8.00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 rrA Pond BASIN1: DETENTION BASIN Hydrograph ■Inflow 21.72 cfs Ll Outflow 24. Inflow Area-9.392 ac ■Primary ed 22 Peak Etev-=409.76' 20-' Storage=29,085 cf 18 14.29 cfs t6 __. 14 13.39 cfs _.. 3 12' _ LL 8 6- ' 4 2 0 , OR 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1 9 20 Time (hours) 40 on POST CONSTRUCTION - 100 YEAR STORM 3923 meinik beaver brook 2007 Type Ill 24-hr 100 YEAR STORM EVENT Rainfall=6.50" Prepared by HERITAGE SURVEYS, INC. Page 5 HydroCADO 8.00 s/n 000860 0 2006 HydroCAD Software Solutions LLC 4/6/2007 Pond BASIN1: DETENTION BASIN Inflow Area = 9.392 ac, Inflow Depth > 3.07" for 100 YEAR STORM EVENT event Inflow = 21.72 cfs @ 12.11 hrs, Volume= 2.400 of Outflow = 14.25 cfs @ 12.43 hrs, Volume= 1.951 af, Atten= 34%, Lag= 18.9 min Discarded = 0.86 cfs @ 12.43 hrs, Volume= 0.731 of Primary = 13.39 cfs @ 12.43 hrs, Volume= 1.220 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev=409.76' @ 12.43 hrs Surf.Area= 8,557 sf Storage= 29,085 cf Plug-Flow detention time= 87.1 min calculated for 1.947 of(81% of inflow) Center-of-Mass det. time= 33.0 min ( 807.6 - 774.6 ) Volume Invert Avail Storage Storage Description #1 405.00' 31,060 cf Custom Stage Data (Conic) Listed below Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 405.00 3,842 0 0 3,842 406.00 4,725 4,276 4,276 4,755 407.00 5,664 5,187 9,463 5,728 408.00 6,660 6,155 15,619 6,762 409.00 7,713 7,180 22,799 7,857 410.00 8,822 8,261 31,060 9,012 ON Device Routing Invert Outlet Devices #1 Primary 404.00' 15.0" x 25.0' long Culvert Ke= 0.500 Outlet Invert=402.50' S= 0.0600 '/' Cc=0.900 n= 0.010 #2 Device 1 409.00' 0.17' x 0.27' Horiz. Orifice/Grate X 72.00 Limited to weir flow C= 0.600 #3 Device 1 408.50' 1.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #4 Discarded 0.00' 4.320 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.86 cfs @ 12.43 hrs HW=409.76' (Free Discharge) t-4=Exfiltration (Exfiltration Controls 0.86 cfs) Primary OutFlow Max=13.39 cfs @ 12.43 hrs HW=409.76' (Free Discharge) L1=Culvert (Inlet Controls 13.39 cfs @ 10.91 fps) �2=Orifice/Grate (Passes < 13.84 cfs potential flow) *� 3=Broad-Crested Rectangular Weir (Passes <4.68 cfs potential flow) on POST CONSTRUCTION - 100 YEAR STORM 3923 melnik beaver brook 2007 Type ///24-hr 100 YEAR STORM EVENT Rainfall=6.50" Prepared by HERITAGE SURVEYS, INC. Page 4 HydroCADO 8.00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 a Subcatchment POST2: TOTAL PERVIOUS AREA Runoff = 14.45 cfs @ 12.25 hrs, Volume= 1.354 af, Depth> 2.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 YEAR STORM EVENT Rainfall=6.50" Area (sf) CN Description 46,862 65 Woods/grass comb., Fair, HSG B 265,549 61 >75% Grass cover, Good, HSG B 5,297 85 Gravel Parking Area Parcel 1A 317,708 62 Weighted Average 317,708 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 0.4 51 0.0780 1.95 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.9 318 0.0380 1.36 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 17.0 419 Total Subcatchment POST2: TOTAL PERVIOUS AREA Hydrograph 16 _ _ ■Runoff 15. 14.45 cfs _.. _ _... Type III24-hr 100 YEAR STORM EVENT 141'' Rainfafl=6.54.. 13 Runoff Area=317,708 sf 12 Runoff_Volume=1.354 of 11.. Runoff Depth>2.23" 1(y Flow Length=419' 9 Tc=17.0 min 3 8 , CN=62 0 M 7 ass 6 4 3. 2. 1 0:. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) on POST CONSTRUCTION - 100 YEAR STORM 3923 meinik beaver brook 2007 Type 11124-hr 100 YEAR STORM EVENT Rainfall=6.50" Prepared by HERITAGE SURVEYS, INC. Page 3 HydroCADO 8.00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 Subcatchment POST1: TOTAL IMPERVIOUS DRAINAGE AREA Runoff = 13.46 cfs @ 12.07 hrs, Volume= 1.045 af, Depth> 5.98" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 YEAR STORM EVENT Rainfall=6.50" Area (sf) CN Description 4,897 98 WALKWAYS 26,636 98 ROAD 13,500 98 DRIVEWAYS 31,200 98 IMPERVIOUS LOT AREA(HOUSE, SHED ETC.) 15,161 98 BUILDINGS PARCEL 1A 91,394 98 Weighted Average 91,394 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment POST1: TOTAL IMPERVIOUS DRAINAGE AREA Hydrograph 15, _ _ ■Runoff 14 1146 ds all Type Ifi 24-hr 100 YEAR STORM EVENT 13-1 Rainfall=6.50" 12- ' Runoff Area=91:394 sf 11 Runoff Volume=1.045 of Runoff Depth>5.98" 10 ' Tcs5 0 min 91 CN=98 + , 8-f o 7 _.. LL 6.. , 1111 5.: .. 4:. 3 " 1111 2 .- 1: , 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1111 ■o POST CONSTRUCTION - 100 YEAR STORM 3923 melnik beaver brook 2007 Type 111 24-hr 100 YEAR STORM EVENT Rainfall=6.50" Prepared by HERITAGE SURVEYS, INC. Page 2 HydroCADO 8.00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 qW Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment POST1: TOTAL IMPERVIOUS DRAINAGE ARE Runoff Area=91,394 sf Runoff Depth>5.98" Tc=5.0 min CN=98 Runoff=13.46 cfs 1.045 of Subcatchment POST2: TOTAL PERVIOUS AREA Runoff Area=317,708 sf Runoff Depth>2.23" Flow Length=419' Tc=17.0 min CN=62 Runoff=14.45 cfs 1.354 of Pond BASIN1: DETENTION BASIN Peak Elev=409.76' Storage=29,085 cf Inflow=21.72 cfs 2.400 of Discarded=0.86 cfs 0.731 of Primary=13.39 cfs 1.220 of Outflow=14.25 cfs 1.951 of Total Runoff Area=9.392 ac Runoff Volume=2.400 of Average Runoff Depth =3.07" 77.66% Pervious Area =7.294 ac 22.34%Impervious Area=2.098 ac to W on IN ua w. POST1 BASLN1 TOTAL IMPERVIOUS " DRAINAGE AREA DETENTION BASIN POST2 TOTAL PERVIOUS AREA Snbcat Reach on Link Drainage Diagram for 3923 melnik beaver brook 2007 Prepared by HERITAGE SURVEYS, INC. 4/6/2007 HydroCAD®8.00 s/n 000860 ©2006 HydroCAD Software Solutions LLC an aw om an 40 POST 100 YEAR on STORM EVENT RAINFALL = 6.50" 4w go, w in m '"`r 3 -, ``'�€ ,gy m s R 14 � � 1 >g _ �` `"`n r'�'«rz "91 . r �'� r if t"&a 1:, - I , 0 t" �� 'or ,", — � �_ f -ry `q� r MIEN � ,, t r v � C , ,, � e , ` s x4 z z'. '` .£ ar `i -:a s '"+�`artn `" �# : "Q—WJQ 'l ��` r V £ � 'x x y '� � ro F' x�fuW,r-�.l- 54�� '< `�+s��.�€fr t�#� 2 5.-� `r 1. yx .:• of r f . i - a t -", „ ;t 'S` € a' y c. r 0WRA. QA N so s a u } - r S n �* '?s r Y: aY z 5 yn x a s r. >�'. 5 # tF r 's t Z k '�b`r'a,.+- Yv : ey i 3 i £ s £. "' 'n" '''�" .'£ , t WQ,f '�. 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'.: i aa,h r :�' z '� 's aa"`.'e k'' €'t "'a, 4 k s .-'* k i � '%i t �5 t l ryyk i5'C ".: 1 A�T - k �� f ! s f{v v 5�Y. e.F F 1� It U's.W"� _� � 6 "J" � , s t -000 11- 11� � , ; rs 'asY 3w X j d v on EXISTING CONDITIONS- 10 0 YEAR STORM 3923 melnik beaver brook 2007 Type 111 24-hr 100 YEAR STORM EVENT Rainfall=6.50" Prepared by HERITAGE SURVEYS, INC. Page 8 HydroCAD®8 00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 Reach EXTOTAL: TOTAL EXISTING RUNOFF Inflow Area = 9.323 ac, Inflow Depth > 2.22" for 100 YEAR STORM EVENT event Inflow = 13.43 cfs @ 12.37 hrs, Volume= 1.727 of Outflow = 13.43 cfs @ 12.37 hrs, Volume= 1.727 af, Atten=0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Reach EXTOTAL: TOTAL EXISTING RUNOFF Hydrograph ■Inflow 15 _ ■Outflow 13.43 cfs 14 Inflow Area=9.323 ac - 1 3.43 cfs 13 ' 12" 101 9: 0 7: 6- 5 4-: 3, 2. " 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 11A1 9111 tllA EXISTING CONDITIONS - 10 0 YEAR STORM 3923 melnik beaver brook 2007 Type 111 24-hr 100 YEAR STORM EVENT Rainfall=6.50" Prepared by HERITAGE SURVEYS, INC. Page 7 HydroCAD®8 00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 Subcatchment EX3: EXISTING DRAINAGE TO EVERGREEN RD Runoff = 5.51 cfs @ 12.09 hrs, Volume= 0.370 af, Depth> 3.27" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 YEAR STORM EVENT Rainfall=6.50" Area (sf) CN Description 49,664 69 50-75% Grass cover, Fair, HSG B ' 5,315 85 Gravel roads, HSG B 4,244 98 roofs 59,223 73 Weighted Average 54,979 Pervious Area 4,244 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.7 50 0.0600 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.00" 2.1 189 0.0476 1.53 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.8 239 Total Subcatchment EX3: EXISTING DRAINAGE TO EVERGREEN RD Hydrograph 6 _ ■Runoff 5.51 cfs Type 111,24-hr 100 YEAR STORM EVENT • Rainfall=6:50" 5 Runoff Area=59,223 sf Runoff Volume=0.370 of • Runoff Depth>3.27" 4 Flow Length=239' Tc=5.8 min CN=73 3 0 U. 2.. 1 0.. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 EXISTING CONDITIONS - 10 0 YEAR STORM 3923 melnik beaver brook 2007 Type 111 24-hr 100 YEAR STORM EVENT Rainfall=6.50" Prepared by HERITAGE SURVEYS, INC. Page 6 HydroCAD®8 00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 Subcatchment EX2: EXISTING DRAINAGE WESTERLY TOWARDS MILL RIVER Hydrograph _ _ _ _ ■Runoff 9, 9.69 cis Type III 24-hr 100 YEAR STORM EVENT 8 Rainfall-6.50" Runoff Area=264,173 sf 7 - Runoff Volume=1.032 of - Runoff Depth>2.04" _ 6_ Flow Length=794' Tc=29.8 min 5- CN=60 3 0 LL a- 2 1 0 : all 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) w EXISTING CONDITIONS - 10 0 YEAR STORM 3923 melnik beaver brook 2007 Type 111 24-hr 100 YEAR STORM EVENT Rainfall=6.50" Prepared by HERITAGE SURVEYS, INC. Page 5 HydroCAD®8.00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 Subcatchment EX2: EXISTING DRAINAGE WESTERLY TOWARDS MILL RIVER Runoff = 8.69 cfs @ 12.45 hrs, Volume= 1.032 af, Depth> 2.04" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 YEAR STORM EVENT Rainfall=6.50" Area (sf) CN Description 264,173 60 Woods, Fair, HSG B 264,173 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 50 0.0400 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 0.4 34 0.0880 1.48 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.6 106 0.0189 0.69 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.1 151 0.0260 0.81 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.6 384 0.0104 0.51 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.4 69 0.0290 0.85 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 29.8 794 Total EXISTING CONDITIONS - 10 0 YEAR STORM 3923 meinik beaver brook 2007 Type 111 24-hr 100 YEAR STORM EVENT Rainfall=6.50" Prepared by HERITAGE SURVEYS, INC. Page 4 HydroCAD®8 00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 Subcatchment EX1: EXISTING DRAINAGE AREA TO PROPOSED BASIN OUTLET AREA Hydrograph ■Runoff 3.19 cfs w Type(1124-hr 100 YEAR STORM EVENT 3- ' Rainfall=6.50" Runoff Area=82,706 sf Runoff Volume=0.324 of Runoff Depth>2.05" Flow Length=612' w 2 Tc=20.4 min CN=60 3 0 LL 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) !IIIMII �1 e1A on EXISTING CONDITIONS - 10 0 YEAR STORM 40 3923 melnik beaver brook 2007 Type /// 24-hr 100 YEAR STORM EVENT Rainfall=6.50" Prepared by HERITAGE SURVEYS, INC. Page 3 HydroCAD®8 00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 w Subcatchment EX1: EXISTING DRAINAGE AREA TO PROPOSED BASIN OUTLET AREA Runoff = 3.19 cfs @ 12.30 hrs, Volume= 0.324 af, Depth> 2.05" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 YEAR STORM EVENT Rainfall=6.50" Area (sf) CN Description 82,706 60 Woods, Fair, HSG B 82,706 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 0.6 52 0.0770 1.39 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.9 54 0.0370 0.96 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.9 183 0.0437 1.05 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.2 121 0.0333 0.91 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.1 152 0.2040 2.26 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 20.4 612 Total ■ EXISTING CONDITIONS- 10 0 YEAR STORM 3923 meinik beaver brook 2007 Type /// 24-hr 100 YEAR STORM EVENT Rainfall=6.50" Prepared by HERITAGE SURVEYS, INC. Page 2 HydroCAD®8 00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS .s. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment EX1: EXISTING DRAINAGE AREA TO PROPOS Runoff Area=82,706 sf Runoff Depth>2.05" Flow Length=612' Tc=20.4 min CN=60 Runoff=3.19 cfs 0.324 of Subcatchment EX2: EXISTING DRAINAGE WESTERLY TOW Runoff Area=264,173 sf Runoff Depth>2.04" Flow Length=794' Tc=29.8 min CN=60 Runoff=8.69 cfs 1.032 of Subcatchment EX3: EXISTING DRAINAGE TO EVERGREEN R Runoff Area=59,223 sf Runoff Depth>3.27" Flow Length=239' Tc=5.8 min CN=73 Runoff=5.51 cfs 0.370 of Reach EXTOTAL: TOTAL EXISTING RUNOFF Inflow=13.43 cfs 1.727 of Outflow=13.43 cfs 1.727 of Total Runoff Area=9.323 ac Runoff Volume= 1.727 of Average Runoff Depth =2.22" 98.95% Pervious Area=9.225 ac 1.05%Impervious Area=0.097 ac in ,EX1 EXISTING DRAINAGE EX2 AREA TO PROPOSED BASIN OU LET AREA STING DRAINAGE WESTERLY TOWARDS MILL RIVER EXTOTAL EX3 TOTAL EXISTING EXISTING DRAINAGE RUNOFF TO EVERGREEN RD Subcat Reach On Link Drainage Diagram for 3923 melnik beaver brook 2007 w Prepared by HERITAGE SURVEYS, INC. 4/6/2007 HydroCADO 8.00 s/n 000860 0 2006 HydroCAD Software Solutions LLC EXISTING 100 YEAR F ORM EVENT "" RAINFALL = 6.50" % �" - .F„. r �,u`�`" "`"�a s v� , , , , , "z'.' x t a A'��,��,. ,,rte' '' `�" ,l eas ' ~r • 0.11 OND�. z r , -.- , R f 5Y { s b 11 , + s 4 S f £ ti > K 111 w - s r '.f r '1= zsa 11 `4 - y' s " s x - ^x 4. ;r qqz t sa +x.. i 3 v '' \ 4 L `N-f °3^ '.s-Y'", ,a4';gym ' sue >•,<.It.�`k X i r w Y rr.. ? r �' ;'�$.� 1 t .- �.Y} 1a,.,, 4 s �,. a r s �I'll s e - { *x sk y r e a r t "z+ , x s i sr n I "no ,� c ;A .$ '" z, - � � , �, fr az `C�"1n -,-, 3,�. , ; z, �,}.. 4 _ - 4 Ma'r Y , a . +sa { - 1 f fr , ^t t �.1' -.mg 11 m 4 ; Y y' h To- " 3 k �., I &� : 1"i d r •'' t # i�X s x r '' ', I 4 4 r a b g- t k 5 '/ €E r' a� : z ' Y,z r qq .,, r 'i s - as, 3` `1 �, P '�# yxr I t 9 P 4 § ° , a r + 'y s r >r ATv It s ? r <.. xt ziS f 11 W11 Y a > �y - t ": ,r ; ; ," 'F 4..d, 'L'� sk _ f .Z£ 4 1• '4p +Y t A �b - { b f { , 3 l-t 9 i 4 # 'z y\ fi � i 43?:d r•P +. h ,^ A ^b.. f � A S ;S $} FF: 1 t, a "F { { K z *s , 4 4 1 Y {- frU # e e,. ., .; y. l x , ` ' ,� di b , f S P k. i 5 J, J2< t. :r h � 1 11: �,, '_ 0,01,�on"� �451`m __ T,jy " 4 3 on—o .a' P_i 5 - 4 ' "Am 4 y { k - ,-E z s '" § t i., {a' r r ,a t% >a z i tl � s y �. t z { � " My Homo,_, +r F 1 r g r a �' Y s ky u-; r? , 5 t x MQ"Tw ; ,. t x` x" _ k�` c ,�. ,''t z. 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';m 3 , r 3,.,� § , ,' s rt i"t° r<t x ,�� ,qAnjqW Mn__v � , ,,, 4 ", �,� :', . :" , — ,A- � 7n, �i' �- �, -"i�"�L�"""''''"'�`;',,`�� ; . ; W�Q—0,�',�,6,,- I— - — - — T kt.f a ;. ¢ £! 1,F p +za U2 � I ,t tk f <'` Ca '' c" "` r , -- ,� y t o r r ' 1- , r t,, POST CONSTRUCTION - 10 YEAR STORM 3923 melnik beaver brook 2007 Type /// 24-hr 10 YEAR STORM EVENT Rainfall=4.50" Prepared by HERITAGE SURVEYS, INC. Page 6 HydroCAD®8 00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 Pond BASIN1: DETENTION BASIN Hydrograph ■Inflow _.... __.__ _... :... 12.03cfs _......_ .. ..._. ..._... L1 UtfloW ■Discarded No 13- -Inflow Area=9.392 ac - __ _ ■Primary 12 PeakEfev=409.05' „ Storage=-23,193 cf 9- " 0 6- _... _... .... .... _422cfs _..... _ _ _..._ 11. _ .. ._. .... _._. ....... ........ _... sI1R 5° . 4.n: 3."cfs 3= 2 0 40 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) as 11� RM MR in POST CONSTRUCTION - 10 YEAR STORM 3923 melnik beaver brook 2007 Type 111 24-hr 10 YEAR STORM EVENT Rainfall=4.50" Prepared by HERITAGE SURVEYS, INC. Page 5 HydroCAD®8 00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 Pond BASIN1: DETENTION BASIN +*� Inflow Area = 9.392 ac, Inflow Depth > 1.70" for 10 YEAR STORM EVENT event Inflow = 12.03 cfs @ 12.10 hrs, Volume= 1.333 of Outflow = 4.22 cfs @ 12.64 hrs, Volume= 0.944 af, Atten=65%, Lag= 32.8 min Discarded = 0.78 cfs @ 12.64 hrs, Volume= 0.657 of Primary = 3.44 cfs @ 12.64 hrs, Volume= 0.287 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev=409.05' @ 12.64 hrs Surf.Area= 7,766 sf Storage= 23,193 cf Plug-Flow detention time= 139.9 min calculated for 0.944 of(71% of inflow) e. Center-of-Mass det. time= 64.0 min ( 839.7 - 775.7 ) Volume Invert Avail.Storage Storage Description #1 405.00' 31,060 cf Custom Stage Data (Conic) Listed below Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 405.00 3,842 0 0 3,842 406.00 4,725 4,276 4,276 4,755 407.00 5,664 5,187 9,463 5,728 408.00 6,660 6,155 15,619 6,762 409.00 7,713 7,180 22,799 7,857 410.00 8,822 8,261 31,060 9,012 Device Routing Invert Outlet Devices #1 Primary 404.00' 15.0" x 25.0' long Culvert Ke= 0.500 Outlet Invert=402.50' S= 0.0600 '/' Cc= 0.900 n= 0.010 #2 Device 1 409.00' 0.17' x 0.27' Horiz. Orifice/Grate X 72.00 Limited to weir flow C= 0.600 #3 Device 1 408.50' 1.0' long x 0.5' breadth Broad-Crested Rectangular Weir • Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #4 Discarded 0.00' 4.320 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.78 cfs @ 12.64 hrs HW=409.05' (Free Discharge) t-4=Exfiltration (Exfiltration Controls 0.78 cfs) Primary OutFlow Max=3.36 cfs @ 12.64 hrs HW=409.05' (Free Discharge) t-1=Culvert (Passes 3.36 cfs of 12.43 cfs potential flow) t2=Orifice/Grate (Weir Controls 2.13 cfs @ 0.71 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 1.23 cfs @ 2.25 fps) aw POST CONSTRUCTION - 10 YEAR STORM 3923 melnik beaver brook 2007 Type 111 24-hr 10 YEAR STORM EVENT Rainfall=4.50" Prepared by HERITAGE SURVEYS, INC. Page 4 HydroCADO 8.00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 Subcatchment POST2: TOTAL PERVIOUS AREA + + Runoff = 6.16 cfs @ 12.27 hrs, Volume= 0.622 af, Depth> 1.02" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 YEAR STORM EVENT Rainfall=4.50" Area (sf) CN Description 46,862 65 Woods/grass comb., Fair, HSG B 265,549 61 >75% Grass cover, Good, HSG B 5,297 85 Gravel Parking Area Parcel 1A 317,708 62 Weighted Average 317,708 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 0.4 51 0.0780 1.95 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.9 318 0.0380 1.36 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 17.0 419 Total Subcatchment POST2: TOTAL PERVIOUS AREA des Hydrograph ■Runoff I®Ii 6.16 cfs 6 Type III 24-hr 10 YEAR STORM EVENT Rainfall-4.50" Runoff Area=317,708 sf 5 Runoff Volume=0.622 of Runoff Depth>1.02" Flow-Length=419' 4- Tc=17.0 min C N=62 0 LL 3 1 2- , t111 1- 0 ; , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) on POST CONSTRUCTION - 10 YEAR STORM 3923 melnik beaver brook 2007 Type 11124-hr 10 YEAR STORM EVENT Rainfall=4.50" Prepared by HERITAGE SURVEYS, INC. Page 3 HydroCADO 8.00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 w Subcatchment POST1: TOTAL IMPERVIOUS DRAINAGE AREA Runoff = 9.28 cfs @ 12.07 hrs, Volume= 0.711 af, Depth> 4.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs „e Type III 24-hr 10 YEAR STORM EVENT Rainfall=4.50" Area (sf) CN Description 4,897 98 WALKWAYS 26,636 98 ROAD 13,500 98 DRIVEWAYS 31,200 98 IMPERVIOUS LOT AREA(HOUSE, SHED ETC.) 15,161 98 BUILDINGS PARCEL 1A 91,394 98 Weighted Average 91,394 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment POST1: TOTAL IMPERVIOUS DRAINAGE AREA r Hydrograph ■Runoff 10- 9.2e cfs Type III 24-hr 10 YEAR STORM EVENT 9 Rainfall=4.50" 8 Runoff Area=91;394:sf Runoff Volume=0.711_af 7 Runoff Depth>4.07 Tc=5.0 min _ - i 6 CN=98 3 5 0 LL, 4 3 2- 1 " 1 0 .. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) �It 1#11 AAA 00 POST CONSTRUCTION - 10 YEAR STORM 3923 meinik beaver brook 2007 Type 111 24-hr 10 YEAR STORM EVENT Rainfall=4.50" Prepared by HERITAGE SURVEYS, INC. Page 2 HydroCAD®8 00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS + . Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment POST1: TOTAL IMPERVIOUS DRAINAGE ARE Runoff Area=91,394 sf Runoff Depth>4.07" Tc=5.0 min CN=98 Runoff=9.28 cfs 0.711 of Subcatchment POST2: TOTAL PERVIOUS AREA Runoff Area=317,708 sf Runoff Depth>1.02" Flow Length=419' Tc=17.0 min CN=62 Runoff=6.16 cfs 0.622 of Pond BASIN1: DETENTION BASIN Peak Elev=409.05' Storage=23,193 cf Inflow=12.03 cfs 1.333 of Discarded=0.78 cfs 0.657 of Primary=3.44 cfs 0.287 of Outflow=4.22 cfs 0.944 of Total Runoff Area=9.392 ac Runoff Volume= 1.333 of Average Runoff Depth = 1.70" 77.66%Pervious Area= 7.294 ac 22.34%Impervious Area=2.098 ac w ew. POST1 BASINS TOTAL IMPERVIOUS DRAINAGE AREA DETENTION BASIN POST2 TOTAL PERVIOUS AREA Subcat Reach on Link Drainage Diagram for 3923 melnik beaver brook 2007 Prepared by HERITAGE SURVEYS, INC. 4/6/2007 HydroCAD®8.00 s/n 000860 ©2006 HydroCAD Software Solutions LLC �1 w ais F POST 10 YEAR ORM EVENT RAINFALL = 4.50" wo ma ✓ a x R 1 s a AN r ^£ 5 z• , a; s;^ h 'Ail ix fr r 3' sg 7f -x � a k ri ca, 3' v_ 2-'+" t ^x r "# s x* `f -r'a2 6.k e s'zt° ,-a, v ;r .e,`• ' i 3 x w � .*s �"<, -� i.?a �� sx S .d erg � �`7 r�� '�x "�: t �'� ,a �°:x".�3 a � t ✓ 04" r$, k� ' r°r �..€- � -.� $ s . 'i " S " x • § y'j`* k is a ` 1F.3' # 3 e t1 `r, i vex ffi M tti � t t g '. "xk f .� <, m .€ 'r.. *dR •. '3 s ,z'�z" ±F`' ,"E '.`xr;.,>»xrf t •fx` a, �"' ` i"",.T`x' a_ t e« t fi _' .�;h svw ,la w r #F z }�<�,hia9 a ';- a� ,.c�`.k:" 'F','*l y - r"` sp$`• ,a««,r`*k5 dP'y ',i� ,�,,',�'„E s 'x3 '< - +, s x -` ,# UZZ , • '. `? s s * .v�„3 n• '' "�; ", # 1 e4ar w 4, a'€" "?, <, >s�§ ' y, a ?'i 04 AN. 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QF j� X 3 _g #Y ` \ ( 2 k E 4 f f a°y } vet `+a -r l r i k A i { t` € - x ,i ti i c i , "Own RWWA a *tea sI .r a x"Kzv I— 1 I 'r Q r I 11 S "� r3 ' + P '� xa FS p c , ' € FE fr r } r.�� a ? � �' k n ¥ t j f - "<' - # `x '.r �� t p d e _ 3 # t d # {{' k S F6 # X ,, " m $ r @ 3 '� ± { P' _ "I wNW-04 _ ;r g s Y F t - �r ', 3 -k .. 7 9 ,t k # If':too I,��:,, , _ ", — "."'ll,", on"�qo"%,� WN,I on I , _ 3, _ y 0— ��,,"'' -"" - , !&Aoo� f' ( �` t f E Aw J r t S .4, F 3 I .�,M'W IV W?11—- ��n-j�.�,, , �$1-� i, , N v � 11 M1 - wvv&&,� # ,.+^ E t h , I, ; :'�,,,,,"" , - - , ",," ...... ,_��,�',��,1 , ; � 3E' kr.f o- ,'5 L .ht EXISTING CONDITIONS- 10 YEAR STORM 3923 melnik beaver brook 2007 Type 11124-hr 10 YEAR STORM EVENT Rainfall=4.50" Prepared by HERITAGE SURVEYS, INC. Page 8 HydroCADO 8.00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 Reach EXTOTAL: TOTAL EXISTING RUNOFF 'w Inflow Area = 9.323 ac, Inflow Depth > 1.03" for 10 YEAR STORM EVENT event Inflow = 5.65 cfs @ 12.40 hrs, Volume= 0.798 of Outflow = 5.65 cfs @ 12.40 hrs, Volume= 0.798 af, Atten=0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Reach EXTOTAL: TOTAL EXISTING RUNOFF Hydrograph ■inflow 5.65crt ■Outflow -- Inflow Area=9.323 ac 5.65 GfS ! 5- WR 4. v 3 3 _o 4W V. 2 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) test lllf EXISTING CONDITIONS - 10 YEAR STORM 3923 melnik beaver brook 2007 Type 111 24-hr 10 YEAR STORM EVENT Rainfall=4.50" Prepared by HERITAGE SURVEYS, INC. Page 7 HydroCADO 8.00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 Subcatchment EX3: EXISTING DRAINAGE TO EVERGREEN RD *"► Runoff = 2.94 cfs @ 12.09 hrs, Volume= 0.198 af, Depth> 1.75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 YEAR STORM EVENT Rainfall=4.50" Area (sf) CN Description 49,664 69 50-75% Grass cover, Fair, HSG B 5,315 85 Gravel roads, HSG B 4,244 98 roofs 59,223 73 Weighted Average 54,979 Pervious Area 4,244 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.7 50 0.0600 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.00" 2.1 189 0.0476 1.53 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.8 239 Total Subcatchment EX3: EXISTING DRAINAGE TO EVERGREEN RD w Hydrograph ■Runoff . .. 2.94 cfs w 3- Type III 24-hr 10 YEAR STORM EVENT Rainfall=4.50" Runoff Area=59,223 sf Runoff Volume=0.198 of Runoff Depth>1.75" 2 Flaw Length=239' - ,� Tc=5.8 min CN=73 U. 0 1 " 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) e1s EXISTING CONDITIONS - 10 YEAR STORM 3923 melnik beaver brook 2007 Type 111 24-hr 10 YEAR STORM EVENT Rainfall=4.50" Prepared by HERITAGE SURVEYS, INC. Page 6 HydroCAD®8 00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 Subcatchment EX2: EXISTING DRAINAGE WESTERLY TOWARDS MILL RIVER Hydrograph ■Runoff 3.52 cfs Type III 24-hr 10 YEAR STORM EVENT Rainfall=4.50" Runoff Area=264,173 sf 3 Runoff Volume=0.457 of Runoff Depth>0.90" Flow Length=794' Tc=29.8 mine 3 2- ' CN=60 _. 0 LL 1' 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Ales a t111! In EXISTING CONDITIONS - 10 YEAR STORM 3923 melnik beaver brook 2007 Type Ill 24-hr 10 YEAR STORM EVENT Rainfall=4.50" Prepared by HERITAGE SURVEYS, INC. Page 5 HydroCAD®8 00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 Subcatchment EX2: EXISTING DRAINAGE WESTERLY TOWARDS MILL RIVER Runoff = 3.52 cfs @ 12.49 hrs, Volume= 0.457 af, Depth> 0.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 YEAR STORM EVENT Rainfall=4.50" Area (sf) CN Description 264,173 60 Woods, Fair, HSG B 264,173 Pervious Area Tc Length Slope Velocity Capacity Description " (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 50 0.0400 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" ** 0.4 34 0.0880 1.48 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.6 106 0.0189 0.69 Shallow Concentrated Flow, 4F Woodland Kv= 5.0 fps 3.1 151 0.0260 0.81 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.6 384 0.0104 0.51 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.4 69 0.0290 0.85 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 29.8 794 Total EXISTING CONDITIONS - 10 YEAR STORM 3923 melnik beaver brook 2007 Type /// 24-hr 10 YEAR STORM EVENT Rainfall=4.50" Prepared by HERITAGE SURVEYS, INC. Page 4 HydroCAD®8 00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 Subcatchment EX1: EXISTING DRAINAGE AREA TO PROPOSED BASIN OUTLET AREA Hydrograph RM ■Runoff 1.28 cfs Type III 24-hr 10 YEAR STORM EVENT ' Rainfall-4.50" Runoff Area=82,706 sf Runoff Volume--0.144 of ! ! 1. Runoff Depth>0.91" Flow Length=612' Tc=20.4 min CN=60 3 0 S 0 . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) !�I �r EXISTING CONDITIONS- 10 YEAR STORM 3923 melnik beaver brook 2007 Type /// 24-hr 10 YEAR STORM EVENT Rainfall=4.50" Prepared by HERITAGE SURVEYS, INC. Page 3 HydroCADO 8.00 s/n 000860 ©2006 HydroCAD Software Solutions LLC _4/6/2007 Subcatchment EX1: EXISTING DRAINAGE AREA TO PROPOSED BASIN OUTLET AREA Runoff = 1.28 cfs @ 12.33 hrs, Volume= 0.144 af, Depth> 0.91" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 YEAR STORM EVENT Rainfall=4.50" Area (sf) CN Description �. 82,706 60 Woods, Fair, HSG B 82,706 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 0.6 52 0.0770 1.39 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.9 54 0.0370 0.96 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.9 183 0.0437 1.05 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.2 121 0.0333 0.91 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.1 152 0.2040 2.26 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 20.4 612 Total Ix �w EXISTING CONDITIONS - 10 YEAR STORM 3923 melnik beaver brook 2007 Type 11124-hr 10 YEAR STORM EVENT Rainfall=4.50" Prepared by HERITAGE SURVEYS, INC. Page 2 HydroCAD®8.00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment EXI: EXISTING DRAINAGE AREA TO PROPOS Runoff Area=82,706 sf Runoff Depth>0.91" Flow Length=612' Tc=20.4 min CN=60 Runoff=1.28 cfs 0.144 of Subcatchment EX2: EXISTING DRAINAGE WESTERLY TOW Runoff Area=264,173 sf Runoff Depth>0.90" Flow Length=794' Tc=29.8 min CN=60 Runoff=3.52 cfs 0.457 of Subcatchment EX3: EXISTING DRAINAGE TO EVERGREEN R Runoff Area=59,223 sf Runoff Depth>1.75" Flow Length=239' Tc=5.8 min CN=73 Runoff=2.94 cfs 0.198 of Reach EXTOTAL: TOTAL EXISTING RUNOFF Inflow=5.65 cfs 0.798 of Outflow=5.65 cfs 0.798 of Total Runoff Area=9.323 ac Runoff Volume=0.798 of Average Runoff Depth = 1.03" 98.95%Pervious Area=9.225 ac 1.05%Impervious Area=0.097 ac �r ar E EXISTING DRAINAGE EX2 AREA TO PROPOSED �. BASIN OU LET AREA STING DRAINAGE WESTERLY TOWARDS MILL RIVER EXTOTAL E^ TOTAL EXISTING EXISTING DRAINAGE RUNOFF TO EVERGREEN RD „„ SubCat Reach On Link Drainage Diagram for 3923 melnik beaver brook 2007 Prepared by HERITAGE SURVEYS, INC. 4/6/2007 HydroCADO 8.00 s/n 000860 0 2006 HydroCAD Software Solutions LLC EXISTING 10 YEAR F ORM EVENT '! RAINFALL = 4.50" VON pOr Zia SM wV a z, '*, aya•-7. ...$- d', #"_ tp" ,r 1 ',£" y ''` ,mot; "za a MACE # { tZ 3 °y v sS:Y,� 7 �r: a t ,.�trrs xa: " k:= 't` t N 1 akr° ,.' .' 'v x -at+�t a;C,: c�.sr $ 75 AA X1,1A Y 4, Niql7i , . £ � E•�``',x 2� Y -t k . 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HydroCADO 8.00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 Pond BASIN1: DETENTION BASIN Hydrograph ■Inflow s.2v cfs Q Outflow 7. ry Inflow Area=9.392 at _ oPi ryed Peak Elev=407.45' 6- 1 Storage=12,209 cf 11s 4 v LL 3 2- ' 0.61 ds 1 0.1 cfs 0 . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) on W no 40 w Its POST CONSTRUCTION - 2 YEAR STORM 3923 meinik beaver brook 2007 Type 111 24-hr 2 YEAR STORM EVENT Rainfall=3.00" Prepared by HERITAGE SURVEYS, INC. Page 5 HydroCAD®8 00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 Pond BASIN1: DETENTION BASIN Inflow Area = 9.392 ac, Inflow Depth > 0.86" for 2 YEAR STORM EVENT event Inflow = 6.27 cfs @ 12.08 hrs, Volume= 0.671 of Outflow = 0.61 cfs @ 14.37 hrs, Volume= 0.506 af, Atten= 90%, Lag= 137.5 min Discarded = 0.61 cfs @ 14.37 hrs, Volume= 0.506 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 407.45' @ 14.37 hrs Surf.Area= 6,108 sf Storage= 12,209 cf Plug-Flow detention time= 160.4 min calculated for 0.506 of(75% of inflow) �*! Center-of-Mass det. time= 90.1 min ( 862.3 - 772.2 ) Volume Invert Avail Storage Storage Description #1 405.00' 31,060 cf Custom Stage Data (Conic) Listed below Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 405.00 3,842 0 0 3,842 406.00 4,725 4,276 4,276 4,755 407.00 5,664 5,187 9,463 5,728 408.00 6,660 6,155 15,619 6,762 409.00 7,713 7,180 22,799 7,857 410.00 8,822 8,261 31,060 9,012 Device Routing Invert Outlet Devices #1 Primary 404.00' 15.0" x 25.0' long Culvert Ke= 0.500 Outlet Invert= 402.50' S= 0.0600T Cc=0.900 n= 0.010 #2 Device 1 409.00' 0.17' x 0.27' Horiz. Orifice/Grate X 72.00 Limited to weir flow C= 0.600 #3 Device 1 408.50' 1.0' long x 0.5' breadth Broad-Crested Rectangular Weir * Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #4 Discarded 0.00' 4.320 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.61 cfs @ 14.37 hrs HW=407.45' (Free Discharge) t--4=Exfiltration (Exfiltration Controls 0.61 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=405.00' (Free Discharge) t-1=Culvert (Passes 0.00 cfs of 3.58 cfs potential flow) t2=Orifice/Grate ( Controls 0.00 cfs) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) POST CONSTRUCTION - 2 YEAR STORM 3923 meinik beaver brook 2007 Type /// 24-hr 2 YEAR STORM EVENT Rainfall=3.00" Prepared by HERITAGE SURVEYS, INC. Page 4 HydroCADO 8.00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 Subcatchment POST2: TOTAL PERVIOUS AREA Runoff = 1.53 cfs @ 12.36 hrs, Volume= 0.209 af, Depth> 0.34" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 YEAR STORM EVENT Rainfall=3.00" Area (sf) CN Description 46,862 65 Woods/grass comb., Fair, HSG B 265,549 61 >75% Grass cover, Good, HSG B 5,297 85 Gravel Parking Area Parcel 1A 317,708 62 Weighted Average 317,708 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 0.4 51 0.0780 1.95 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.9 318 0.0380 1.36 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 17.0 419 Total Subcatchment POST2: TOTAL PERVIOUS AREA Hydrograph ■Runoff > 1.53 cfs Type III 24-hr 2 YEAR STORM EVENT Rainfall=3.00" Runoff:Area=31'7,708 sf Runoff'Volume=0.209 of Runoff'Depth>0.34 Flow Langth=419' 1 Tc=17.0 min CN=62' 0 a t 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) POST CONSTRUCTION - 2 YEAR STORM 3923 melnik beaver brook 2007 Type 111 24-hr 2 YEAR STORM EVENT Rainfall=3.00" Prepared by HERITAGE SURVEYS, INC. Page 3 HydroCAD®8 00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 Subcatchment POST1: TOTAL IMPERVIOUS DRAINAGE AREA Runoff = 6.14 cfs @ 12.07 hrs, Volume= 0.461 af, Depth> 2.64" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 YEAR STORM EVENT Rainfall=3.00" Area (sf) CN Description 4,897 98 WALKWAYS 26,636 98 ROAD 13,500 98 DRIVEWAYS 31,200 98 IMPERVIOUS LOT AREA(HOUSE, SHED ETC.) 15,161 98 BUILDINGS PARCEL 1A 91,394 98 Weighted Average 91,394 Impervious Area Tc Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment POST1: TOTAL IMPERVIOUS DRAINAGE AREA w Hydrograph ■Runoff 6.14 cfs on 6 Type III 24-hr 2 YEAR STORM EVENT Rainfall=3.00" Runoff!Area=91',394 sf_ go 5- Runoff Volume=0.461 of Runoff Depth>2.64 Tc=5.0'min 4 CN=98 a 0 LL 3-- . 2 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) �/R POST CONSTRUCTION - 2 YEAR STORM 3923 melnik beaver brook 2007 Type 111 24-hr 2 YEAR STORM EVENT Rainfall=3.00" Prepared by HERITAGE SURVEYS, INC. Page 2 HydroCADO 8.00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS au Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment POST1: TOTAL IMPERVIOUS DRAINAGE ARE Runoff Area=91,394 sf Runoff Depth>2.64" Tc=5.0 min CN=98 Runoff=6.14 cfs 0.461 of Subcatchment POST2: TOTAL PERVIOUS AREA Runoff Area=317,708 sf Runoff Depth>0.34" Flow Length=419' Tc=17.0 min CN=62 Runoff=1.53 cfs 0.209 of Pond BASIN1: DETENTION BASIN Peak Elev=407.45' Storage=12,209 cf Inflow=6.27 cfs 0.671 of Discarded=0.61 cfs 0.506 of Primary=0.00 cfs 0.000 of Outflow=0.61 cfs 0.506 of Total Runoff Area=9.392 ac Runoff Volume=0.671 of Average Runoff Depth =0.86" 77.66%Pervious Area= 7.294 ac 22.34%Impervious Area=2.098 ac .w POST1 OR BASiN1 TOTAL IMPERVIOUS DRAINAGE AREA DETENTION BASIN POST2 TOTAL PERVIOUS AREA Stbcat Reach On Link Drainage Diagram for 3923 meinik beaver brook 2007 Prepared by HERITAGE SURVEYS, INC. 4/6/2007 HydroCAD®8.00 s/n 000860 0 2006 HydroCAD Software Solutions LLC +w F POST 2 YEAR ORM EVENT RAINFALL = 3.00" z+.,t`� f rxy=mom ,a z.jk'=aAv"a NOW IV WIN M z 'ta-"; �- r > , ; i� "r< 4a v tx x '�k s i^.,y�. sr x? 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" '�' �' b t �r.tw �: u3 �� f^-«'k� �+z' �'�x35`�:. d`s'^•test G w .t _„° [ '�3}° .{ w`ipa x w' ,� `}a- � •::7,3 � ,T'r ,?�, �� .>3•._ `��y � �a;.'�T? �.�-s' :.. # `�" r"}i,;@�Nf' :- :F �'"� :a ?� "',}r ' w x x a fig. 3A qg, 7rr��,�.,. $.i>.,.«. .>�' ."xe .., _ 'r4�_m, - va...�,�--.,, ,,.�:,�. �_-�..>.:4'k. _ .�a. ,, r..� .�.. .. „, �r� v.,. :•;�9" fi z. c en � � 3 t � s Y n £4 3 t t � � � t � �1 i � 4 i F ; # X } t � t k a 5 S _ s 3 F% 3 4z. c � i x t F 7 2 S 5 X � 1m EXISTING CONDITIONS- 2 YEAR STORM 3923 meinik beaver brook 2007 Type /// 24-hr 2 YEAR STORM EVENT Rainfall=3.00" Prepared by HERITAGE SURVEYS, INC. Page 8 HydroCADO 8.00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 Reach EXTOTAL: TOTAL EXISTING RUNOFF Inflow Area = 9.323 ac, Inflow Depth > 0.35" for 2 YEAR STORM EVENT event Inflow = 1.39 cfs @ 12.47 hrs, Volume= 0.276 of Outflow = 1.39 cfs @ 12.47 hrs, Volume= 0.276 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Reach EXTOTAL: TOTAL EXISTING RUNOFF Hydrograph ■Inflow 1.39ds 0 Outflow Inflow Area=9.323 ac 1.39 ds !w 1 0 LL 0 0 1 2 3 4 6 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) #AI 1�It 00 EXISTING CONDITIONS - 2 YEAR STORM 3923 melnik beaver brook 2007 Type 111 24-hr 2 YEAR STORM EVENT Rainfall=3.00" Prepared by HERITAGE SURVEYS, INC. Page 7 HydroCADO 8.00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 Subcatchment EX3: EXISTING DRAINAGE TO EVERGREEN RD Runoff = 1.25 cfs @ 12.10 hrs, Volume= 0.088 af, Depth> 0.78" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 YEAR STORM EVENT Rainfall=3.00" Area (sf) CN Description - 49,664 69 50-75% Grass cover, Fair, HSG B 5,315 85 Gravel roads, HSG B 4,244 98 roofs 59,223 73 Weighted Average 54,979 Pervious Area 4,244 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.7 50 0.0600 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.00" 2.1 189 0.0476 1.53 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.8 239 Total Subcatchment EX3: EXISTING DRAINAGE TO EVERGREEN RD Hydrograph ■Runoff 1.25 cfs w, Type III 24-hr 2 YEAR STORM EVENT Rainfall=3.00" Runoff Area=59,223 sf 1 Runoff Volume=0.088 of Runoff'Depth>0.78 Flow Length=239' Tc=5.8 min a CN=73 U. 0 tw1 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) EXISTING CONDITIONS- 2 YEAR STORM 3923 melnik beaver brook 2007 Type /// 24-hr 2 YEAR STORM EVENT Rainfall=3.00" Prepared by HERITAGE SURVEYS, INC. Page 6 HydroCADO 8.00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 Subcatchment EX2: EXISTING DRAINAGE WESTERLY TOWARDS MILL RIVER ww Hydrograph 0.85--. _ _ ■Runoff 0.79 ds �w 0.8- Type Ill 24-hr 2 YEAR STORM EVENT 0.75 .Rainfall=3.00" 0.7 Runoff'-Area=264,173 sf 0.65 Runoff-Volume=0.143-af 0.6 _Runoff.Depth?0.28" 0.55 Flow Length=794' F 0.5- Tc=29..8 min 0.45-T CN=60 0 0.4 LL 0.35 0.3 " 0.25- 0.2 0.15 0.11 ' 0.05 D , ! 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) MR ! 1� EXISTING CONDITIONS- 2 YEAR STORM 3923 melnik beaver brook 2007 Type /// 24-hr 2 YEAR STORM EVENT Rainfall=3.00" Prepared by HERITAGE SURVEYS, INC. Page 5 HydroCAD®8 00 s/n 000860 ©2006 HydroCAD Software Solutions LLC _ 4/6/2007 Subcatchment EX2: EXISTING DRAINAGE WESTERLY TOWARDS MILL RIVER Runoff = 0.79 cfs @ 12.61 hrs, Volume= 0.143 af, Depth> 0.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 YEAR STORM EVENT Rainfall=3.00" Area (sf) CN Description 264,173 60 Woods, Fair, HSG B 264,173 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 50 0.0400 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 0.4 34 0.0880 1.48 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.6 106 0.0189 0.69 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.1 151 0.0260 0.81 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.6 384 0.0104 0.51 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.4 69 0.0290 0.85 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 29.8 794 Total w, EXISTING CONDITIONS - 2 YEAR STORM 3923 melnik beaver brook 2007 Type /// 24-hr 2 YEAR STORM EVENT Rainfall=3.00" Prepared by HERITAGE SURVEYS, INC. Page 4 HydroCAD®8 00 s/n 000860 ©2006 HydroCAD Software Solutions LLC _ 4/6/2007 uw Subcatchment EX1: EXISTING DRAINAGE AREA TO PROPOSED BASIN OUTLET AREA Hydrograph ■Runoff 0.3. 1 ' o.za as 0.28 Type III 24-hr 2 YEAR STORM EVENT 0.26 Rainfall=3.00" 0.24 Runoff Area=82,706 sf Runoff Volume=0.045 of 0.22- Runoff'.Depth>0.28,, 0.2 Flow length=612' 0.18 Tc=20.4-min u 0.16- ' CN=60 �° 0.14 0.12-' +fit 0.1 0.08 0.06 0.04 0.02 0 OR 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pw 4M MR OR Pw e 1 An EXISTING CONDITIONS - 2 YEAR STORM 3923 melnik beaver brook 2007 Type 11124-hr 2 YEAR STORM EVENT Rainfall=3.00" Prepared by HERITAGE SURVEYS, INC. Page 3 HydroCADO 8.00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 w Subcatchment EX1: EXISTING DRAINAGE AREA TO PROPOSED BASIN OUTLET AREA Runoff = 0.28 cfs @ 12.47 hrs, Volume= 0.045 af, Depth> 0.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 YEAR STORM EVENT Rainfall=3.00" Area (sf) CN Description 82,706 60 Woods Fair, HSG B 82,706 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 0.6 52 0.0770 1.39 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.9 54 0.0370 0.96 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.9 183 0.0437 1.05 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.2 121 0.0333 0.91 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.1 152 0.2040 2.26 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 20.4 612 Total EXISTING CONDITIONS - 2 YEAR STORM 3923 meinik beaver brook 2007 Type 11124-hr 2 YEAR STORM EVENT Rainfall=3.00" Prepared by HERITAGE SURVEYS, INC. Page 2 HydroCADO 8.00 s/n 000860 ©2006 HydroCAD Software Solutions LLC 4/6/2007 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS + Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment EX1: EXISTING DRAINAGE AREA TO PROPOS Runoff Area=82,706 sf Runoff Depth>0.28" ,w Flow Length=612' Tc=20.4 min CN=60 Runoff=0.28 cfs 0.045 of Subcatchment EX2: EXISTING DRAINAGE WESTERLY TOW Runoff Area=264,173 sf Runoff Depth>0.28" Flow Length=794' Tc=29.8 min CN=60 Runoff=0.79 cfs 0.143 of Subcatchment EX3: EXISTING DRAINAGE TO EVERGREEN R Runoff Area=59,223 sf Runoff Depth>0.78" Flow Length=239' Tc=5.8 min CN=73 Runoff=1.25 cfs 0.088 of Reach EXTOTAL: TOTAL EXISTING RUNOFF Inflow=1.39 cfs 0.276 of Outflow=1.39 cfs 0.276 of Total Runoff Area=9.323 ac Runoff Volume=0.276 of Average Runoff Depth =0.35" 98.95%Pervious Area=9.225 ac 1.05%Impervious Area=0.097 ac *o w EX1 EXISTING DRAINAGE EX2 AREA TO PROPOSED BASIN OU LET AREA STING DRAINAGE WESTERLY TOWARDS MILL RIVER EXTOTAL EX3 TOTAL EXISTING EXISTING DRAINAGE RUNOFF TO EVERGREEN RD Subca Reach on Link Drainage Diagram for 3923 melnik beaver brook 2007 Prepared by HERITAGE SURVEYS, INC. 4/6/2007 HydroCAD®8.00 s/n 000860 0 2006 HydroCAD Software Solutions LLC F EXISTING 2 YEAR ORM EVENT RAINFALL = 3.00" wo AI.11 0A r:'L � ��;.t 3✓'�' � ��'°t ��*J° �rY'e,e4�, �.+ t Al kl- ' $�t,!�, 9� , t+}^r,5`( � ; ..lt,'t 1 '� .e� Yj + -7}' .,�"u' s d >, q , �=zc ��', S- '�;- ,. v7' ,•: € € ,4 i� a3 'r>- 3fr s'�=f °tr � r.r"";' v�}.. .;v vr'�,+gz# r�gil'"" -� �, z tEy �. r � '.� � L 2,t s »,.•�:r�`'+*-x a��, ;z'x ��'�t a�; � �, �. �,yn... t `Y ., 4r ,�Y{e's,'k+Z�dv ,: '` £; n r we' •Z rF 'w 3¢ +� ,;zm�y '" `e.'.y.. 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Y r r.{ 11,{ - py�- q - t S, t. ,x. m „ ¢ s ti �jgn wl MGM 4 '� z v `°" {L r d t 1 104v" 2S k f Y ill 4 i I ''V,� -� , I li�l I- " '' Sof 06 __ -- - "',."_--, ,,��,�� r��,,�.",j� 1 � I��_ - -:`�- ,in i b � � -11 " � y _ , " Summary of Pre & Post Development Drainage Calculations The drainage report was prepared using the computer program HydroCAD version 8.0 by Applied Microcomputer Systems. The report is broken into six sections. The first section of the drainage calculations(pages 1-8)is for the existing 2 year storm event and the next section is numbered the same(pages 1-6)for the post construction 2 year storm event. The numbering pattern continues for the next four sections for the 10 and 100 year storm.Each section gives a schematic diagram and description of structures used in the analysis. The drainage areas are defined as subcatchments,the detention basin is defined as a pond. A summary for each subcatchment,pond and reach are given for each storm event. The combined peak discharge from the existing subcatchments areas summed in an undescribed structure called a reach. The post construction areas are divided into the impervious areas Subcatchment(Post 1)this area represents the '" roadway, sidewalks,existing buildings,proposed driveways(1,125 s.f.per lot),houses,garage, shed pool(2,600 s.f. per lot). Subcatchment(Post 2)is the lawn areas and remaining wooded areas within the proposed drainage area. The drainage analysis is based on soil information obtained from the"Soil survey of Hampshire County, Massachusetts Central part from the U.S.Department of Agriculture, Soil Conservation Service in cooperation with Massachusetts Agricultural Experiment Station", issued 1981 on Sheet Number 9 and soil testing. The soil group shown in the location of the proposed basin belong to Hydrologic Soil Group B,Charlton(CrC,CrE). Soil testing was performed by Peter J.McErlain,certified soil evaluator,in the area of the proposed basin.An exfiltration rate of 4.32 inches/hour was used based on the percolation rate of 12 minutes per inch in the location of the proposed basin(T.P.#1-1). (see enclosed soil logs) There is a slight decrease in peak runoff from the existing conditions to the post construction condition for the 2, 10 & 100 year stormevents. Table 1:Pre&Post Drainage Calculations 2, 10, 100 Year Storms YEAR PRE-CONSTRUCTION POST-CONSTRUCTION DIFFERENCE STORM PEAK DISCHARGE PEAK DISCHARGE IN PEAK DISCHARGE 1.39 CFS 0.00 CFS 2YR REACH-EXTOTAL POND-BASIN1 -1.39 CFS (TOTAL EXISTING (TOTAL POST CONSTRUCTION DRAINAGE AREA) DRAINAGE AREA) go 5.65 CFS 3.44 CFS -2,21 CFS 10YR REACH EXTOTAL POND-BASIN1 on (TOTAL EXISTING (TOTAL POST CONSTRUCTION DRAINAGE AREA) DRAINAGE AREA) 13.43 CFS 13.39 CFS -0.04 CFS 100YR REACH EXTOTAL POND-BASIN1 (TOTAL EXISTING (TOTAL POST CONSTRUCTION DRAINAGE AREA) DRAINAGE AREA) a� STORM EVENT BASIN#1 PEAK ELEVATION 2 YEAR 407.45 (2.45 FEET) STORM EVENT 10 YEAR 409.05 (4.05 FEET) STORM EVENT 100 YEAR 409.76(4.74 FEET) ' STORM EVENT BOTTOM=405-TOP=410 qW POST DRAINAGE AREA SKETCH (NOT TO SCALE) ► ► t ► i ! I ! j I ' I I I / POST SUBCAt�M�7 1 i POST I (IMPERVIOUS AMAS) S AREAS) VIOU i POST 2 (PER lil ► lil ► � -� IIf ► \ Ali _ , , ► I ' I ► + It � a ► r i I �.i�f,i ► lil i ► — ! il I IMPERVIOUS ROAD=26,636 S.F. WALKWAY=4,897 S.F. LOTS 1-12=3,725 S.F. (PER LOT)(HOUSE,GARAGE,SHED,POOL DRIVEWAY) LOT IA= 15,161 S.F.(EXISTING BUILDING,PROPOSED BUILDING) EXISTING DRAINAGE AREA SKETCH (NOT TO SCALE) ► it��i i ,,,�.- �, TC14MENT I EpSTiNG SUSCA 1 ili r i Ij1 l SUBG�TCHmENT 2 1 I / EXISTING 1 ' 1 ' � ' I f r I r 1 , 9 ► III 1 1 ' 1 � 111 r � 1 I I ► �,, /MENT 3 EAST `�JBCA�T�� 1II I LL I j 1 EVERGREEN r t DRAINAGE CALCULATIONS BEAVER BROOK ESTATES EVERGREEN ROAD NORTHAMPTON, MA 4 - _.PROPOSED ROAD 0 Prepared for: Prepared for: John J. Hanley, Trustee Patrick J. Melnik The Beaver Brook Nominee Trust 110 King Street 150 West 56`h Street, Apt. 5905 Northampton, MA 01060 New York, New York 10019 Prepared by; essi Engineers Collegelctrk Street \A OF Messy 1 0=� RICHARD �yG R S } 01073 rn 3` m - 600 WEISSE (41 � No.9623 HSI No: 3923-980831 April 6,2007 Traffic Assessment Beaver Brook Estates Northampton, Massachusetts Prepared for Mr.Patrick J.Melnik 110 King Street Northampton,MA 01060 Prepared by 0. Vanacce Hanaen Rn dlln Ine Transportation,Land Development,Environmental Services One Federal Street,Building 103-3N Springfield,Massachusetts 01105 413.747.7113 January 2007 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Traffic Assessment Beaver Brook Estates Northampton, Massachusetts Prepared for Mr.Patrick J. Melnik 110 King Street Northampton,MA 01060 ®Prepared by Vanasse Hangen Rrustlin Inc ,,. Transportation,Land Development,Environmental Services One Federal Street, Building 103-3N Springfield,Massachusetts 01105 413.747.7113 January 2007 w op w MR op Transportation Land Development .. Environmental Service s One Federal Street _Yanass . Hangers Bmydin, h2c Building 103-3N Springfield,MA 01105 s� 413 747-7113 FAX 413 747-0916 Memorandum To: Mr. Patrick J. Melnik Date: January 9, 2007 110 King Street Northampton, MA 01060 Project No.: 10006.00 From: Matthew J. Chase, P.E. Re: Beaver Brook Estates Juliet Locke, E.I.T. Northampton, MA Vanasse Hangen Brustlin, Inc. (VHB)has been retained by Patrick Melnik(the proponent)to prepare a traffic impact study report outlining the potential traffic issues associated with a proposed ** residential development in Northampton, Massachusetts. In summary, it is the finding of this assessment that the proposed use on the site is expected to generate a minimal amount of traffic(approximately 25 to 30 peak hour trips)and would have an insignificant effect on area traffic operations. The following documents these findings. PROJECT DESCRIPTION The property, approximate location shown on Figure 1, is a 54±acre parcel located on Evergreen Road in Northampton, Massachusetts, and is currently occupied by a 4-unit residential apartment complex. The proposed development program consists of constructing a 21-unit single family and a 4-unit apartment residential subdivision. The existing 4-unit apartment complex previously mentioned will remain on site, and therefore a total of 29 units(21 single family homes proposed,4 apartment units proposed and 4 apartment units existing)will occupy the site during full build-out. Access to the site will be provided via a new site driveway, consolidating the two existing driveways located on Evergreen Road. This proposed driveway is will be located directly across from Chestnut Street creating a four-way unsignalized location. EXISTING CONDITIONS Field observations and the expected transportation characteristics of the project helped identify the roadway and intersections that could be affected by the proposed development. In addition, VHB discussed the study area with the Northampton Planning Department to confirm areas of concern. Study Area Roadways Evergreen Road is a residential roadway in a small neighborhood bordered by Florence Street and Route 9 (Haydenville Road). Directly across from the site driveway is Chestnut Street, forming a four-legged intersection.Adjacent to the project site, Evergreen Road and Chestnut Street are two- lane roadways with no pavement markings. The pavement width directly in front of the site is " approximately 20-feet. Existing land use within the immediate vicinity of this site is residential. In addition to reviewing Evergreen Road adjacent the site, the following three intersections are the only access points to the surrounding neighborhood. These intersections were studied in addition to the site driveway to determine existing traffic conditions and potential traffic impacts. �, \\Maspring\projects\10006.00\dots\memos\Beaver Brook Memorandum 1 09 07.doc wu �e •■ \\Maspdnq\projects\10006.00\graphics\FIGURES\locus map.dwq .......... S i t eF ti 404 LJ- a ..-- �.,. I r t, S�+ • �� }. tilt XW` • • # • V R 4 Untry CI� _ j ;t { j LOCI 4,k 4, �, �• # MEMORIAL 4 , PARK 8 T *• Beaver Brook Estates Figure 1 Northampton,MA Site Location Map 0 1000 2000 Feet ww � � � � � � � � � � � � � � � � � � m � � � � Am January 9,2007 -2- 10006.00 Study Area Intersections Florence Street at Front Street • Front Street intersects Florence Street at a 45-degree angle forming a skewed, three legged unsignalized intersection. Front Street approaches Florence Street at a grade which appears to be an 8-percent downgrade. There is no stop sign or stop line at the Front Street approach. Florence Street is a two-lane roadway with one general-purpose lane in each direction. The posted speed limit on Florence Street is 25 mph in the vicinity of the intersection. Sidewalks are present at the intersection with a cross-walk from Front Street to the westerly side of Florence Street. There is a bus stop shelter located at the intersection on Front Street and is serviced by PVTA on the inbound trip to Northampton on a regular basis while the outbound trip is serviced as requested. A detailed bus schedule is attached to this memorandum. r� «w. Looking South on Front Street at Florence Street Route 9 at East Center Street East Center Street intersects Route 9 forming a three-legged unsignalized intersection. There is no *� stop sign or stop line present along East Center Street. The pavement width at the intersection is approximately 18-feet on East Center Street and 24-feet on Route 9 with three-foot shoulders. The surrounding area on Route 9 is primarily wooded, while the existing land use along East Center Street is residential. The posted speed limit on Route 9 is 30 mph. Looking East on East Center Street at Route 9 w \\Maspring\projects\10006.00\docs\memos\Beaver Brook Memorandum 1_09 07.doc a — w ap ow op om OR 40 ow tm OR O .. January 9,2007 -3_ 10006.00 so Route 9 at Leonard Street Leonard Street intersects Route 9 at an approximately 45-degree angle forming a skewed, three- legged intersection. Leonard Street is under stop control with a pavement width of approximately 23- feet. Existing land use in the vicinity of the intersection is primarily residential. Looking North up Route 9 at Leonard Street Traffic Volumes Peak hour turning movement counts (TMCs)were conducted on December 6, 2006 during the weekday morning peak hour(7:00-9:00 AM)and during the weekday evening peak hour (4:00-6:00 PM)at the above mentioned study area intersections. Figures 2 and 3 illustrate the existing weekday morning and evening peak hour traffic volumes, respectively. The peak hour for the .,, weekday morning and evening occurred from 8:00 to 9:00 AM and 4:15 to 5:15 PM. Seasonal Variation To evaluate the potential for seasonal variation in the existing peak hour traffic count data, monthly ** historical seasonal adjustment factors were reviewed using the MassHighway permanent count station 11 located on Routes 5 and 10 south of the Hatfield Town Line(in Northampton). This data indicates that the existing December traffic volumes are typically higher than the average month .. traffic volumes by approximately two percent. Therefore, to be conservative it was not necessary to adjust the existing volumes to reflect the average traffic condition for this area. Vehicle Crash Summary ,.. Vehicle crash data was obtained from the Massachusetts Highway Department(MassHighway)for the most recent three-year time period (2003 to 2005). This data was reviewed for the site driveway and the three study area intersections to determine if any current safety deficiencies exist that might be exacerbated by the proposed project-related traffic. No crashes were reported during the most recent three-year time period at the site driveway; however four total crashes were reported at the three intersections bordering the site (Leonard Street= 1 crash, East Center Street=2 crashes, and Front Street= 1 crash). A crash summary table is attached to this memorandum. MassHighway crash rates were calculated for each of the study area intersection and are an effective tool to measure safety hazards. MassHighway develops standard crash rates for unsignalized intersections throughout the state and publishes average rates by district. These rates are expressed in incidents per million vehicles entering (MEV)the intersection. The calculated rate is compared to the average rate for each of the study area intersections to determine if crashes are significant. The MassHighway average crash rate for unsignalized intersections for District 2 (Northampton)is 0.85. All study area intersections do not exceed this rate and therefore it appears that there are no existing safety deficiencies at these locations. \\Maspnng\projects\10006.0Mdocs\memos\Beaver Brook Memorandum 1_09 07.doc OR e P:110006.00\graphics\FIGURES12006 Existinp.dwg MR am O r � l ° r L o Ma Rif o-1 '1T (' 10—► 000 UP&Md Rd St t St O J M w TO C �c T Not to Scale .. 2006 Existing Figure 2 Weekday Morning Peak Hour Traffic Volumes Northampton,Massachusetts or OR ON am Aw 1AR P:\10006.00\graphics\FIGURES%2006 Existing.dwq ww arr +w� c M. 1 OR EwmVmen Rd L, 5 1� h1 �► 10 coo L42kmd Rd St 0 r Q 10 log St oil a!!11 V w m T � Not b scale 2006 Existing Figure 3 Weekday Evening Peak Hour Traffic Conditions Northampton,Massachusetts ws �w w w� a �w January 9,2007 -4- 10006.00 �w Intersection Sight Distance Intersection sight distance(ISD)is the view a driver has from the side street of approaching traffic. „ The desirable values for intersection sight distance are such that the major-street traffic would not have to substantially reduce its speed when the driver exits the side street and into the main flow of traffic. a„ For the site driveway, existing intersection sight distances were measured in the field and required distances were determined using an estimated design speed limit of 30 mph for a residential neighborhood. Intersection sight distance measurements (existing and required)for each direction ” are summarized in Table 1. Table 1 **� Sight Distance Summary Intersection Sight Distances Intersection Looking Minimumb Desiredb Measured Site Driveway Left from Site Driveway 200' 335' >700' at Evergreen Road Right from Site Driveway 200' 335' 250' a Based on guidelines established in A Policy on the Geometric Design of Highways and Streets,American Association of State Highway and Transportation Officials[AASHTO],2004. b Required sight distance in feet,based on speed of approximately 30 miles per hour for eastbound and westbound directions for vehicles turning left from the site driveway,which is more conservative than right turning vehicles. Looking left from the site driveway the desired sight distance is met, as a vehicle exiting the site driveway can see to the intersection of Evergreen Road/Leonard Street(over 700 feet). Looking right from the site driveway the desired sight distance does not meet the measured intersection sight distance, and is due to a vertical crest in Evergreen Road; however, AASHTO' recommends that: "If the available intersection sight distance for an entering or crossing vehicle is at least equal to the appropriate stopping sight distance for the major road, then drivers have sufficient sight distance to anticipate and avoid collisions." Stopping sight distance (SSD)is the length of roadway ahead visible to a driver and ensures that drivers have sufficient visibility to anticipate and avoid collisions before reaching a stationary object in the roadway. Upon further review of the sight distance data in Table 1, the measured ISD looking west(right)from the site driveway is approximately 250 feet and exceeds the minimum required SSD of 200 feet for the eastbound approach. Since ISD exceeds SSD,traffic operations at this intersection are enhanced, according to AASHTO guidelines. Furthermore,the measured sight distance in this direction meets the required distance for 35 MPH (250-feet). .. am Im 4W A Policy on the Geometric Design of Highways and Streets,American Association of State Highway and Transportation Officials[AASHTO],2004 \\Maspring\projects\10006.00\docs\memos\Beaver Brook Memorandum 1 09 07.doc m rw we sp Ap ow 40 January 9,2007 -5_ 10006.00 FUTURE CONDITIONS The traffic analysis presented in this memorandum has been prepared in conformance with the '" Executive Office of Environmental Affairs/Executive Office of Transportation(EOEA/EOT)and the Institute of Transportation Engineers (ITE)guidelines for traffic impact assessment. In accordance with these guidelines,a future design year of 2011 (a five-year horizon)was reviewed as part of this q. assessment. Background Traffic Growth Traffic growth on area roadways is a function of the expected land development, economic activity, and changes in demographics.A frequently used procedure is to estimate traffic that could be generated by planned new major developments, potentially affecting the study area roadways.An alternative procedure is to estimate an overall area annual percentage increase and apply that �.. increase to the study area traffic volumes. For the purposes of this assessment an annual percentage growth rate was used. Based on information provided in recent traffic studies completed in the area, a background growth rate of 1.5 percent per year was applied to the existing traffic volumes and used in the future 2011 traffic analysis. Figures 4 and 5 illustrate the morning and evening 2011 No-Build traffic volumes, respectively. Trip Generation As described earlier,the proposed residential development consists of constructing 21 new single family homes and 4 new apartment units on a 54-acre parcel. Traffic expected to be generated by this development was determined using data provided by the Institute of Transportation Engineers Trip Generation Manual, 7th Edition. The Single-Family Detached Housing land use code (LUC)210 and Apartment LUC 220 were used to forecast traffic volumes generated by the proposed residential development;Table 2 provides a summary of this data. Table 2 Site-Generated Traffic Summary +� Time Period Movement Single Family A artmentsb Total Weekday Daily(vpd)t Total 246 28 274 Weekday Morning Enter 6 0 6 Peak Hour (vph)2 Exit 18 2 20 Tot 24 2 26 ' Weekday Evening Enter 17 2 19 Peak Hour(vph)2 Exit 10 1 11 Total 27 3 30 1 Traffic volumes expressed in vehicles per day. 2 Traffic volumes expressed in vehicles per hour. a Data based on ITE Trip Generation Rates for Single-Family Detached Housing(Land Use Code 210)with 21 units by regression. b Data based on ITE Trip Generation Rates for Apartments(Land Use Code 220)for 4 units by average. c Sum of a and b The proposed residential development is forecasted to generate approximately 274 total vehicle trips �— daily(246 for Single Family, 28 for Apartments). Approximately 26 (6 enter,20 exit)vehicles trips during the weekday morning peak hour and 30 (19 enter, 11 exit)vehicle trips during the weekday evening peak hour are expected to be generated by the residential development. The trip generation summarized above does not take into account residents using the adjacent Northampton bike path or the PVTA transit stop at the end of Front Street, therefore, providing a conservative analysis. ,� \\Maspring\projects 110006.00\docs\memos\Beaver Brook Memorandum 1 09 07.doc am or 40 op no Is to w aw go Im go P:\10006.00\graphics\FIGURES\2011 No Build.dwq Ow me Emqpwn Rd UAAKd Rd St mm T T T Lo r-11 „—► o o T a3-� FmntSt lb we O O s. t *® Not to Scab .. 2011 No-Build Figure 4 Weekday Morning Peak Hour Traffic Volumes Northampton,Massachusetts go op lop wie I�u► P:\10006.001graphics\FIGURES\2011 No Build.dwg ww +�s �w r Co 09 r y 4b Emawmao Rd UDLKd Rd St Fmnt St +es 1 5 1-1 11---► � I� I m tom°` ra !w ww a�w T .. Nato sCWe Brustlin, Inc. ,�. 2011 No-Build Figure 5 Weekday Evening Peak Hour Traffic Volumes Northampton,Massachusetts op op op OW w ow ow so m op January 9,2007 -6- 10006.00 Trip Distribution The trip distribution for the traffic generated by the proposed facility is expected to follow existing travel patterns near the site. The anticipated trip distribution for the site-generated traffic is summarized in Table 3. �• Table 3 Vehicle Trip Distribution Summary Roadway Via Direction(Fromfro) Percent of Total Site-Generated Traffic Weekday Morning Weekday Evening Route 9(Haydenville Rd) Leonard Street North 10% 5% Route 9(Haydenville Rd) East Center Street South 60% 60% Florence Street Front Street North 20% 30% Florence Street Front Street South 10% 5% Total 100% 100% Based on TMC counts conducted in December 2006 AM The additional traffic associated with the proposed project was distributed along the study area roadways using the trip distribution shown in Table 3. The site generated trips were then distributed and assigned to the roadways and added to the 2011 future No-Build conditions to obtain the 2011 '� future Build conditions with the project. These morning and evening 2011 Build conditions traffic volumes are illustrated in Figures 6 and 7, respectively. Site-generated traffic assigned to the study area intersections is also illustrated in a figure attached to this memorandum in the Trip Generation •• Attachment. TRAFFIC OPERATIONS ANALYSIS Level-of-Service Criteria Level-of-service (LOS) is the term used to denote the different operating conditions that occur on a given roadway segment under various traffic volume loads. It is a qualitative measure of the effect of a number of factors including roadway geometry, speed,travel delay and freedom to maneuver. Level-of-service provides an index to the operational qualities of a roadway segment or an intersection. Level-of-service designations range from A to F, with LOS A representing the best operating conditions and LOS F representing the worst operating conditions. The level-of-service designation for unsignalized intersections assumes that traffic on the major street approaches are not affected by traffic on the side streets. Thus, LOS designation is for the �. critical movement,which is generally the left-turn out of the side street. Level of Service Analysis VHB conducted capacity analyses using the evaluation criteria recommended in the Highway Capacity Manual (HC M)2 to determine the traffic capacity impacts due to the proposed facility. These analyses were conducted for the weekday morning and evening peak periods during the following conditions for the study area intersections: • 2006 Existing conditions; • 2011 Future No-Build conditions (Existing conditions with a 1.5 % growth rate); .. • 2011 Future Build conditions (2011 No-Build conditions, plus the additional traffic generated by the proposed facility). „ The capacity analysis output for the Existing, No-Build, and Build conditions are attached to this memorandum, and are also summarized in Table 4. w 2 Hiohway Capacity Manual;Transportation Research Board;Washington D.C.;2000. + \\Maspring\projects\10006.00\dots\memos\Beaver Brook Memorandum 1_09 07.doc e or NIP P:110006.001graphics\FIGURES\2011 Build.dwg 4m aaw N r � l � 1 ran 1 nCma) ♦-11 Om Rd 4) l �* r11 2� 11—► o�T ,. 0-� o UJAMd Rd E Cantor St st r •w L� ! CO,! a4w t Not to Scale �• 2011 Build Figure 6 Weekday Morning Peak Hour Traffic Conditions Northampton,Massachusetts �w P:\10006.00\graphics\FIGURES\2011 Build.dwg sw r Ro ll CO L .t n N 4--5 Emammm Rd pkwdRd tar St 11—� Orr r r 8 Sf m i \ I w� aw T Q +� Not W Scale 2011 Build Figure 7 Weekday Evening Peak Hour Traffic Volumes Northampton,Massachusetts „s. January 9,2007 -7- 10006.00 *� Table 4 Unsignalized Capacity Analysis Summary Time Period Critical 2006 Existing Conditions 2011 Future No Build Conditions 2011 Future Build Condition (without project) (with project) Location (Peak Hour) Movement Dem a V/C b Delay, LOS d Dem V/C Delay LOS Dem V/C Delay LOS Florence St Weekday AM SWLR 22 ( 02 9.1 A T3 .003 9.9 A 29 .04 9.8 A at Front St Weekday PM SWLR 9 .01 9.7 A 9.8 A 12 .02 9.8 A I � i Route 9 Weekday AM EBLR 37 f .09 15.2 C 39 .11 16.2 C 52 .14 16.5 C at East Center Weekday PM EBLR 12 .02 11.5 B 13 .02 11.8 B 21 .04 11.5 B i Route 9 Weekday AM NELR 21 .06 16.5 C 23 .08 17.8 C 25 .08 18.3 C at Leonard St Weekday PM NELR 17 .04 14.3 B 20 .05 15.2 C 21 .06 15.6 C .� Evergreen Rd Weekday AM SBLRA 2 0 8.6 A 2 0 1 8.6 A 24 .03 i 9.1 A at Site Drive Weekday PM SBLR" 2 0 8.6 i A 2 0 8.6 I A 15 .02 9.0 A A During the 2006 Existing and 2011 No Build conditions the critical approach to this intersection is the northbound Chestnut Avenue approach which is directly across from the proposed site driveway.During the 2011 Future Build condition the critical approach is the proposed site driveway. a Dem-Demand.Vehicular demand expressed in vehicles per hour for the critical movement volume of the approach. b V/C-Volume-to-capacity ratio.V/C ratios range from 1.0 when demand equals capacity to 0 when demand is zero.Values over 1.0 indicate demand in excess of capacity. +�. c Delay-Control delay per vehicle,expressed in seconds,includes initial deceleration delay,queue move-up time,stopped delay,and final acceleration delay. d LOS-Level of Service.LOS A indicates free flow conditions with minimal delays. LOS E and F indicate congested conditions. LR=Shared left right movement;SW=south/westbound;NE=north/eastbound;SB=southbound;EB=eastbound During the 2006 Existing and 2011 Future conditions with and without the project, the study area intersections operate between an acceptable level of service A and C. As Table 4 also indicates, the levels of service remains unchanged from the 2011 Future No Build condition (without the project)to the 2011 Future Build conditions (with the project). The analysis indicates that the development will not result in any significant additional congestion along area roadways in the future. CONCLUSION In summary, it is the finding of this evaluation that the traffic generated by the proposed residential �. development (totaling 25 new units and 4 existing units)would not have a significant impact on traffic operations on the surrounding area roadway network. The following summarizes the findings from this memorandum: • The proposed residential development will generate approximately 274 daily trips; ,. • During the weekday morning peak hour approximately 26 vehicle trips(6 entering and 20 exiting)are expected, which is equivalent to less than one car every 2 minutes; �,. • During the weekday evening peak hour approximately 30 vehicle trips (19 entering and 11 exiting)are expected, or approximately one car every 2 minutes; ••. • Intersection sight distance at the site driveway is adequate; • It is anticipated that residents could utilize the nearby Northampton bike path or PVTA transit • stop at the end of Front Street,which would reduce the number of single occupancy vehicles traveling to/from this development; and +� \\Maspring\projects\l0006.00\does\memos\Beaver Brook Memorandum 1 09 07.doc January 9,2007 _g_ 10006.00 The Levels of Service at the three study area intersections and the proposed site driveway are expected to remain at an acceptable LOS "C or better with the construction of the proposed residential development. Lastly,the proponent has committed to connecting this subdivision with the proposed Northampton bike path by way of a bike path connector shown on the site plan. In addition,the proponent has committed to providing funding to assist in the construct of the bike path main corridor from the connector Grove Avenue north toward the Williamsburg line. Details of this commitment are summarized in a letter to the Northampton Planning Board dated July 27,2006. The connection of the bike path to the proposed subdivision will create opportunities for this project to generate less traffic to the surrounding study area intersections. ". ++A \\Maspring\projects\10006.00\dots\memos\Beaver Brook Memorandum 1 09 07.doc w w, .�► Ow no Attachments ➢ Crash Summary ,,, ➢ Sight Distance ➢ Traffic Counts ➢ Trip Generation �. ➢ Intersection Capacity Analysis ➢ Public Transportation w P:\09983.00\dmsVnemos\Attachment.doc M OR Crash Summary 40 No a� 4w g. a_ PA09983.00W ocs\memos Wttachment.dac m ear ap am me Accident Summary Table 1 Vehicular Crash Summary (2003 -2005) Rt 9(Haydenville Rd)at Rt 9(Haydenville Rd)at Florence St at Leonard St E Center St Front St Year 2003 0 1 0 2004 1 0 0 2QQQ Q 1 1 Total 1 2 1 Average 0.3 0.7 0.3 Collision Type Rear-end 0 1 0 Sideswipe 0 0 1 Single-vehicle crash 1 0 0 Unknown Q 1 Q Total 1 2 1 Severity Proper-related 1 2 1 Total 1 2 1 Time of day *� Weekday,7:00 AM-9:00 AM 0 1 1 Weekday,4:00 PM-6:00 PM 0 1 0 Weekday,other time 1 Q Q Total 1 2 1 >,w Pavement Conditions Dry 0 2 0 Snow 0 0 1 Ice/Slush 1 Q Q Total 1 2 1 +w MassHighway Crash Rates: 0.08 0.08 0.27 District 2 Crash Rate:0.85 Significant: No No No �A. Page 1 w Masdivhway CRASH RATE WORKSHEET CITY[TOWN: Northampton COUNT DATE: 12/06/06 MHD USE ONLV 4" DISTRICT: 2 UNSIGNALIZED: X SIGNALIZED: Source#� AP - INTERSECTION DATA - ...................................................................................................................................................................................................................................................... MAJOR STREET: Route 9 RIN# ('�� t MINOR STREET(S) : Leonard Street t.y RIN# u RIN# 40 RIN# RIN# 40 1 Route 9 INTERSECTION North INTERSECTION DIAGRAM REF# (Label Approaches) Leonard Peak Hour Volumes APPROACH : 1 2 3 4 5 6 DIRECTION : NB SIB EB VOLUMES(PM) : 566 338 16 "K" FACTOR : 08 APPROACH ADT: 11500 ADT=TOTAL VOU"K"FACT. �i go TOTAL#OF #OF AVERAGE#OF ACCIDENTS : 1 YEARS: 3 ACCIDENTS(A) : 0 ................................................................................................................................................................................................................................................................... 4 CRASH RATE CALCULATION : 0.08 RATE _ (A•1,000,000) (ADT'365) Source(optional): MassHighway Comments: A1lR last updated:11/06/01 massuighway CRASH RATE WORKSHEET CITY/TOWN : Northampton COUNT DATE: 12/06/06 MHD USE ONLY r_ DISTRICT: 2 UNSIGNALIZED: X SIGNALIZED: Source#� INTERSECTION DATA - ................................................................................................................................................................................................................................................................ MAJOR STREET: Route 9 RIN# MINOR STREET(S) : East Center Street RIN# RIN# RIN# RIN# ww 1 Route 9 *�. INTERSECTION North INTERSECTION DIAGRAM REF# (Label Approaches) East Peak Hour Volumes '! APPROACH : 1 2 3 4 5 6 DIRECTION : NB SB EB VOLUMES(PM) : 599 358 11 "K" FACTOR : 08 APPROACH ADT: 12100 ADT=TOTAL VOL/"K"FACT. - TOTAL#OF #OF AVERAGE#OF ACCIDENTS: 1 YEARS: 3 ACCIDENTS(A) : 0 .......................................................................................................... ................................................................................................................... ............. CRASH RATE CALCULATION : 0.08 RATE _ (A 1,000,000) (AD '365) Source(optional): MassHighway Comments: last updated:11/06/01 ow MassNighway O CRASH RATE WORKSHEET , ► �p CITY/TOWN : Northampton COUNT DATE : 12/06/06 MHD USE ONLY 40 DISTRICT: 2 UNSIGNALIZED: X SIGNALIZED: Source# INTERSECTION DATA - 3 ................................................... ................................................................................................................................................................................................. .. MAJOR STREET: Florence Street = RIN# MINOR STREET(S) : Front Street RIN# IN RIN# RIN# RIN# ♦ Florence INTERSECTION North ' INTERSECTION OR DIAGRAM REF# (Label Approaches) Front Peak Hour Volumes APPROACH : 1 2 3 4 5 6 DIRECTION : NB SB WB VOLUMES(PM) : 142 120 8 "K" FACTOR: 08 APPROACH ADT: 3375 ADT=TOTAL VOU"K"FACT TOTAL#OF 1 #OF 3 AVERAGE#OF 0 ACCIDENTS: YEARS: ACCIDENTS(A) : .................................................................................................................................................................................................................................................. (A*1,000,000) CRASH RATE CALCULATION : 0.27 RATE _ (ADT*365) Source(optional): MassHighway Comments: �w last updated:11/06/01 Sight Distance oft ow No on ow o. 1^ om a,W P:\09983.00\docs\memos\Attachment.doc A* so w► ap w w. 40 40 6 wr Ab 0 g o s ,n cl C C t nv� m o, _ E dd °' n• v ^' M, o v v m Z Z n d > _ o, o a c f0 @ m o` ' o V m v n 3 m y a b o $ t rn m > w _ � •� `o p m m S a y ° '� e!w E o c ab > > N v $ E m 4 0 C, 0 G �t E 01 M N N N �N N E N N � r N Gl ° > ` a , N N •N o y O o ZZ,eC E Y c E n - > _ 8 A Q� ry O N o a pOj A U �Oj +gyp+ m to m m m rl M m to m m �Np N�pp �p��pyp Npp N O1 f0 YJ Ol TJ U/ O V N I p y u b W W > a -m - 911! .0 fU (l H H M INl {Ml �- a L .p O `y 4` 1zJ o f L o o N T Y L v 02 to Ln oft .>.� m m M m tr a m- .a o ° 5 3 se► 3u� v as m m m m wosdcc w3 = d1 �9 w 3 zvmi w ziwy °� ai wa so O Alo op do M, wa �u is ow op Traffic Counts Oft ". AM .. A.. Ow to m. P:\09983.00\dms\memos\Attachment.doc e� we tw im OR OR op so Data Acquisition, Transformation & Analysis Inc. 50 Alden Ave. Belchertown, MA 01007 N / S: Front Street File Name : AM - Front @ Florence E /W: Florence Street Site Code : 02051979 City, State: Leeds, MA Start Date : 12/6/2006 Client: VHB / M. Chase Page No : 1 ______---- ___-_ Groups Printed_-PCs and Peds-HVs and Bikes-Buses Front Street Florence Street Florence Street _- From North_ From East From South From West Start Time Right TLeft Peds Right_LThru `Lef I-Peds Right T Left Peds Right Thru LefJPeds mt Total w 07:00 AM 1 0 2 0 0 11 0 0 0 0 0 0 0 32 1 0 47 07:15 AM 3 0 3 0 0 14 0 0 0 0 0 0 0 31 1 O I 52 07:30 AM 8 0 7 0 2 24 0 0 0 0 0 0 0 37 2 0 80 07:45 AM 2-----0-----3 0 0 16 0 0 0 0 0 0 0 49 2 0 72 Total 14 0 15 0 2 65 0 0 0 0 0 0 0 149 6 0 251 08:00 AM 2 0 4 0 2 10 0 0 0 0 0 0 0 34 3 0 I 55 08:15 AM 2 0 5 0 0 16 0 0 0 0 0 0 1 25 1 0 50 08:30 AM 1 0 5 0 5 23 0 0 0 0 0 0 0 46 0 0 80 --08:45 AM ---0- --0- 1 0 3 23------0----0_ 0 _. 0 0 0 0 52 0 0 79 Total 5 0 15 0 10 72 0 0 0 0 0 0 1 157 4 0 264 Grand Total 19 0 30 0 12 137 0 0 0 0 0 0 1 306 10 0 I 515 M. Apprch% 38.8 0 61.2 0 8.1 91.9 0 0 0 0 0 0 0.3 96.5 3.2 0 . -__Total% 3.7 _0_-_ 5.8 0 2.3 26.6--- 0 0 0 0 0 0 0.2 59.4 1.9 0 PCs and Peds 19 0 26 0 12 123 0 0 0 0 0 0 1 293 10 0 484 %PCs and Peas 100_-___-0 86.70 _100 89.8 _--_ -__0-,_- 0 0 _ 0 00 100 95.8 100 0 94 HVs and Bikes 0 0 0 0 0 5 0 0 0 0 0 0 0 8 0 0 13 x HVs and Bikes _ 0 - 0 _-0_ 0 _ 0 3.6 __ -0 _0_ 0 0 _ 0 0 - .___ ---0--2.6 0_-----0_ 2.5 Buses 0 0 4 0 0 9 0 0 0 0 0 0 0 5 0 0 18 %Buses 0 0 13.3 0 0 6.6 0 0 0 0 0 0 0 1.6 0 0 3.5 Front Street Florence Street Florence Street From North_ From East From South From West Start Time Right Thal Left Peds nrp.row Right ThN Left Peds 1 npp.Tow Right ThtU left Peds npp.Tum Right at[Pe ds-r_npp 1- mt Toie Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM w 08:00 AM 2 0 4 0 6 2 10 0 0 12 0 0 0 0 0 0 34 3 0 37 55 08:15 AM 2 0 5 0 7 0 16 0 0 16 0 0 0 0 0 1 25 1 0 27 I 50 08:30 AM 1 0 5 0 6 5 23 0 0 28 1 0 0 0 0 0 0 46 0 0 46 80 08:45 AM 0 0 1 -_0__ 1 3 23___'____O 0 26 _ 0 0 0 0 0 _ 0 52 0 _0_--_ 52 1L 79__ s Total Volume 5 0 15 0 20 10 72 0 0 82 0 0 0 0 0 1 157 4 0 162 264 %App.Total 25 0 75 0 12.2 87.8 0 0 0 0 0 0 0.6__96.9 2.5_ 0__ -- --- ----- PHF .625 .000 .750 000 00 — - - .714 .500 .783 000 000 .000 .000 .000 .000 .000 ?50 .755 .333 .000 -.779.i _.825.._, -- - -- -- - _._732 .w Data Acquisition, Transformation & Analysis Inc. 50 Alden Ave. Belchertown, MA 01007 N / S: Front Street File Name : AM - Front @ Florence E /W: Florence Street Site Code : 02051979 City, State: Leeds, MA Start Date : 12/6/2006 Client: VHB / M. Chase Page No : 1 Groups Printed-HVs and Bikes-Buses Front Street Florence Street Florence Street From North From East _ From South From West 1 Start_Time Ri ht Thru Left Peds Right Thru I Left _Peds Right I Thm Left Peds Right Thm Left Peds Inc Total-I 07:00 AM 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 2 07:15 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 2 07:30 AM 0 0 2 0 0 2 0 0 0 0 0 0 0 3 0 0 7 07:45 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 Total 0 0 2 0 0 6 0 0 0 0 0 0 0 4 0 0 12 Op 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30 AM 0 0 2 0 0 5 0 0 0 0 0 0 0 3 0 0 10 ----08:45 AM ---0 0--- 0 - 0---3— 0 ---00 - 0 -- 0 -0---0 0-- —4. 0____ 0 7- do Total 0 0 2 0 0 8 0 0 0 0 0 0 0 9 0 0 19 Grand Total 0 0 4 0 0 14 0 0 0 0 0 0 0 13 0 0 31 Apprch% 0 0 100 0 0 100 0 0 0 0 0 0 0 100 0 0 10 Total% 0 0 12.9 0 0 45.2 0 0 __0 0 0 _0 _ 0_ 41.9 0 0 HVs and Bikes 0 0 0 0 0 5 0 0 0 0 0 0 0 8 0 0 13 _`_7HVs and Bikes 0 0 0 0 0 35.7 00 ------o 0 0 0 0 61.5 0 0 _41._9__ Buses 0 0 4 0 0 9 0 0 0 0 0 0 0 5 0 0 18 Buses 0 0 100 0 0 64.3 0 0 0 0 0 0 0 38.5 0 0 58.1 Front Street Florence Street f Florence Street _ From North From East L From South From West Start Time Right Thal Left Peds npp.TuW Right Thru Left Peds �_ npp_Taw Right______Left Peds App.rma Right Thru Left Peds App Tm.1 ml Tomt] — --- — — Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 2 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30 AM 0 0 2 0 2 0 5 0 0 5 0 0 0 0 0 0 3 0 0 3 10 08:45 AM 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 4 0 0 4 7 Total Volume 0 0 2 0 2 0 8 0 0 8 0 0 0 0 0 0 9 0 0 9 19 %App.Total 0 0 100 0 0 100 0 0 _ 0_ 0 0 0 0 100 0 0 PHF .000 .000 .250 .000 .250 .000 .400 .000 .000 .400 .000 .000 .000 .000 .000 .000 .563 .000 .000 .563 .475 O! OA! Data Acquisition, Transformation & Analysis Inc. 50 Alden Ave. Belchertown, MA 01007 N / S: Route 9 File Name : AM - Route 9 @ E. Center E /W: East Center Street Site Code : 12060677 City, State: Leeds, MA Start Date : 12/6/2006 Ift Client: VHB / M. Chase Page No : 1 mot. Groups.Printed-PCs and Peds-HVs and Bikes-Buses R-out-e 9 Route 9 East Center Street From North From East From South From West (Start Time Right j__Thru I Left I Peds Right Thu Left FNds Right Thru j Left _Peds Right ThLeft Peds In[_Totat 07:00 AM 1 0 138 0 0 0 0 0 0 0 46 1 0 12 0 0 0 197 07:15 AM ( 0 149 0 jo 0 0 0 0 0 24 0 0 10 0 0 0 183 07:30 AM 0 181 0 0 0 0 0 0 70 2 0 6 0 0 0 259 07:45 AM 0 142 0 0 0 0 0 0 73_ _3_-_-_-_---0- 6 0 t 0 _225_ Total 0 610 0 0 0 0 0 0 213 6 0 34 0 1 0 864 08:00 AM 0 151 0 0 0 0 0 0 0 68 2 0 12 0 0 0 233 08:15 AM 0 178 0 0 0 0 0 0 0 70 2 0 4 0 1 0 255 08:30 AM 0 179 0 0 0 0 0 0 0 61 1 0 7 0 0 0 248 aw 08.45 AM - 0--179-----Q 0 -0 ---- 0 0 --0 - Q --66 -0 —8 -0- 2 0 —257_ Total 0 687 0 0 0 0 0 0 0 265 7 0 31 0 3 0 993 Grand Total 0 1297 0 0 0 0 0 0 0 478 13 0 65 0 4 0 1857 ,,. Apprch% 0 100 0 0 0 0 0 0 0 97.4 2.6 0 94.2 0 5.8 0 -___-0_-_69.8 _0 0 _ 0 0 0 -_ 0 —25.7 _-0.7 0 3.5 0 —0.2 0 PCs and Peds 0 1256 0 0 0 0 0 0 0 453 12 0 65 0 4 0 1790 x PCs and Peds _ - 0 _96.8__ 0 0 _-0 0 _ 0 0 0 94.8 0 100 _ 0 100 0 96.4_ % --— - ast HVs and Bikes 0 35 0 0 0 0 0 0 0 20 1 0 0 0 0 0 56 -%t[VsandBikes ---Q-- 2.7- ----0 0 -- 0- 0 --0--- 0 0__4.2 . __7.7- -- 0 0 — -- 0 - 0 3 Buses 0 6 0 0 0 0 0 0 0 5 0 0 0 0 0 0 11 %Buses 0 0.5 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0.6 a.0 Route 9 Route 9 East Center Street 1 From North From East _ From South I From West Start Tlme i Rteht 1 Th- Left�Peds A .Tow Rtgh[ l* Left Ped TA,.r w Right_LThu�Left-I-Peds I–w��T.., Right Thru�Left Peds Lnpp T.i I tm Tael, Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM A" 08:00 AM 0 151 0 0 151 0 0 0 0 0 0 68 2 0 70 12 0 0 0 12 1 233 08:15 AM 0 178 0 0 178 0 0 0 0 0 0 70 2 0 72 4 0 1 0 5 255 08:30 AM I 0 179 0 0 179 0 0 0 0 0 0 61 1 0 62 7 0 0 0 7 248 -08:45_A_M_1 0_-_179___ _0 0 179_ 0 0 0 _ 0 0 66 2 68 8 0 2_ 0 _10 257 Total Volume 0 687 0 0 687 0 0 0 0 0 0 265 7 0 272 31 0 3 0 34 993 A."Total 0_ 100 - 0 --_0-- --0 0 0 0 _ 0 97.4 2.6 0 91.2 __ 0 8.8 0 _- PHF . 000 .959 .000 .000 .959 •000 .000 .000 .000 708 .966 __. _ _ .000 •000 .946 .875 .000 944 .646 000 375 .000 s 4W* aw - w Data Acquisition, Transformation & Analysis Inc. 50 Alden Ave. Belchertown, MA 01007 N / S: Route 9 File Name : AM - Route 9 @ E. Center E /W: East Center Street Site Code : 12060677 City, State: Leeds, MA Start Date : 12/6/2006 Client: VHB / M. Chase Page No : 1 , Groups Printed-HVs and Bikes-Buses _ Route 9 Route 9 East Center Street ___ From North _ From East From South L _ From West Start Time Right I-Thru r Left rPeds Right I in,uT Left Peds Right_TThru I Left I Peds Right Thru Left Peds Inc Total 07:00 AM 0 7 0 0 0 0 0 0 0 8 0 0 0 0 0 0 15 07:15 AM 0 6 0 0 0 0 0 0 0 2 0 0 0 0 0 0 8 07:30 AM 0 6 0 0 0 0 0 0 0 6 0 0 0 0 0 0 12 07:45 AM - 0 -----6- -0 - -0 0 0 0 -- 0 0 5-- --0---0 _-0 _ 0 0 0 11 Total 0 25 0 0 0 0 0 0 0 21 0 0 0 0 0 0 46 08:00 AM 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 08:15 AM 0 2 0 0 0 0 0 0 0 3 0 0 0 0 0 0 5 08:30 AM 0 6 0 0 0 0 0 0 0 1 0 0 0 0 0 0 7 --08:45 AM- 0- 5_- - 0--- -0 0,----0--- 0 —0 --0----0- 1 Total 0 16 0 0 0 0 0 0 0 4 1 0 0 0 0 0 21 Grand Total 0 41 0 0 0 0 0 0 0 25 1 0 0 0 0 0 67 Apprch% 0 100 0 0 0 0 0 0 0 96.2 3.8 0 0 0 0 0 ____Total% —0- 61.2 -_--_0 0 0 0 —00 0 37.31.50 _— 0 0 0 HVs and Bikes 0 35 0 0 0 0 0 0 0 20 1 0 0 0 0 0 56 %HysandBikes —__0_ 85.4 -_ 0------- 0 0 0 0 0 0 80- 100 0_0._ -_0-__ 0 0 _0 83_6_ Buses 0 6 0 0 0 0 0 0 0 5 0 0 0 0 0 0 11 %Buses 0 14.6 0 0 0 0 0 0 0 20 0 0 0 0 0 0 16.4 Route 9 Route 9 East Center Street From North r _ From East_ ��From South From West Start Time Right Thnl 1 Left I Peds 1 App,Tow Right Ttuu LCftTeds��ram Right tiuu l 1 e{t Peds [ npp r i -Right Thnl Left Peds n�a Tom tm.ioi.t -� Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Op Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 7 0 0 7 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 15 07:15 AM 0 6 0 0 6 0 0 0 0 0 0 2 0 0 2 ' 0 0 0 0 0 8 07:30 AM 0 6 0 0 6 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 12 07:45 AM 0 6 0 0 6 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 11 Total Volume 0 25 0 0 25 0 0 0 0 0 0 21 0 0 21 0 0 0 0 0 46 k App.Total 0 100 0 0 0 0 0 0 0 100 0 0 0 0 0 0 PHF .000 .893- 000 :000 893 .000 .000 _000 .000 .000 .000 .656 .000 000 .656 •000 .000 .000 .000 .000 .767.- 1 IN" 146 Data Acquisition, Transformation & Analysis Inc. 50 Alden Ave. Belchertown, MA 01007 N / S: Route 9 File Name : AM - Route 9 @ Leonard E /W: Leonard Street Site Code : 12345678 City, State: Leeds, MA Start Date : 12/6/2006 Client: VHB / M. Chase Page No : 1 Gros Printed-PCs and Peds-HVs and Bikes-Buses _ Route 9 Route 9 Leonard Streeio From North From East From South From West Start Time Right T_hru f Left Peds Right Thru Left Peds pgha Thru Left Peds Right Thru j Left i249 al 07:00 AM 2 127 0 0 0 0 0 0 39 1 2 4 0 0 5 07:15 AM 1 152 0 0 0 0 0 0 35 0 0 1 0 0 9 07:30 AM 2 182 0 0 0 0 0 0 63 0 0 1 0 1 - 07:45 AM - 0- .133_ -_0- --0. -----0 0 0 --0 0 --70 -0----0-- -2- t) --p-----0 --205 Total 5 594 0 0 0 0 0 0 0 207 1 2 8 0 1 0 818 ,eaw 08:00 AM 1 142 0 0 0 0 0 0 0 70 0 0 2 0 2 0 217 08:15 AM 1 166 0 0 0 0 0 0 0 78 0 0 2 0 1 0 248 08:30 AM 4 183 0 0 0 0 0 0 0 55 0 0 2 0 3 0 247 **� 08_45 AM- ---4 - 159 - --0 ---0 - 0 0- -0 -- 0 --69---1— - -0 - -4 -- -0- -3-- 0 - 240 Total 10 650 0 0 0 0 0 0 0 272 1 0 10 0 9 0 952 Grand Total 15 1244 0 0 0 0 0 0 0 479 2 2 18 0 10 0 1770 „s Apprch% 1.2 98.8 0 0 0 0 0 0 0 99.2 0.4 0.4 64.3 0 35.7 0 Total% 0.8 70.3-- 0-_____0 0 0 0 0 - 0_ 27.1 0.1 0.1 1 0 0_6 0 PCs and Peds 11 1208 0 0 0 0 0 0 0 455 2 0 18 0 10 0 1704 PCs and Peds -- 73.3 97.1_-_---0______0 0 0 0 0 __0 95 100 0_ 100 0- 100 . 0 96.3 ems. HVs and Bikes 0 34 0 0 0 0 0 0 0 19 0 2 0 0 0 0 55 x HVs and Bikes 0 2.7 0_ 0. _ 0 0 0 0 0 4 0 100_ __-0 0 0 0.- 3.1 Buses 4 2 0 0 0 0 0 0 0 5 0 0 0 0 0 0 11 %Buses 26.7 0.2 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0.6 —Route-4 r Route 9 Leonard Street From North l _From East From South _ From_W_ est Ir Start Time Rt ht Thal i Peds n r w Ri ht Thru -- �_.�-__1 Leflr _1vr 1 � Left Peds nW.row Right Thru Left Peds Avv mw Rtght-L_Thru__Le{t_ Peds _n_�a ro�.t t_�t.Total] Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM �e. 08:00 AM 1 142 0 0 143 0 0 0 0 0 0 70 0 0 70 2 0 2 0 4 217 08:15 AM 1 166 0 0 167 0 0 0 0 0 0 78 0 0 78 2 0 1 0 3 248 08:30 AM 4 183 0 0 187 0 0 0 0 0 0 55 0 0 55 2 0 3 0 5 247 -08;45__AM ___ 4 159 00_ _163_ 0 0_ 0 _0 0 0 69 1 0 70 -4 0 3-- 0 7 240 swr Total Volume 10 650 0 0 660 0 0 0 0 0 0 272 1 0 273 10 0 9 0 19 952 %App.Total 1.5 98.5 0 0 0 0 0 0 0 99.6 0.4 0 5�6 0 47.4_ -- — — 0 PHF .625 .888 000 000 _._..__ gg2 .000 .000 .000 .000 _50 .000 �5 _ _ ;000 000 87� � .875 6 .000 .750 .000 .679 _960 aw a.. Data Acquisition, Transformation & Analysis Inc. 50 Alden Ave. Belchertown, MA 01007 N / S: Route 9 File Name : AM - Route 9 @ Leonard E /W: Leonard Street Site Code : 12345678 City, State: Leeds, MA Start Date : 12/6/2006 Client: VHB / M. Chase Page No : 1 Groups_Printed-HVs and Bikes-Buses Route 9 Route 9 Leonard Street Ids From North From East From South From_W___est Start Time Right L Thru r Left Peds Right EMIR Left Peds Right -- Left Peds Right Thru Left Peds int.Total 07:00 AM 0 5 0 0 0 0 0 0 0 5 0 2 0 0 0 0 12 07:15 AM 0 6 0 0 0 0 0 0 0 3 0 0 0 0 0 0 9 07:30 AM 2 6 0 0 0 0 0 0 0 7 0 0 0 0 0 0 15 _.07:45 AM --0-- -3 -- 0 0 - 0----0- -4----0 0- 5 -0-- 0 0 ---0-- 0 0 8 Total 2 20 0 0 0 0 0 0 0 20 0 2 0 0 0 0 44 Op 08:00 AM 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 08:15 AM 0 3 0 0 0 0 0 0 0 3 0 0 0 0 0 0 6 08:30 AM 2 7 0 0 0 0 0 0 0 1 0 0 0 0 0 0 10 08:45 AM 0- - 4- 0 0 -- 0 _ 0 --0 --0 - 0 --0 -_0_ —0 0 ----0--- 0- 4 Total 2 16 0 0 0 0 0 0 0 4 0 0 0 0 0 0 22 Grand Total 4 36 0 0 0 0 0 0 0 24 0 2 0 0 0 0 66 Apprch% 10 90 0 0 0 0 0 0 0 92.3 0 7.7 0 0 0 0 Total% 6.1 54.5 0 0 0 0 0 0 0 36.4 0 3 0 0 0 0 HVs and Bikes 0 34 0 0 0 0 0 0 0 19 0 2 0 0 0 0 55 %HVs andBikes --0--94.4-----0_---0 -_----0.------0---- 0 0 0 79_2--------0 100 0 0 0..--_--- 0 -_-._83.3 Buses 4 2 0 0 0 0 0 0 0 5 0 0 0 0 0 0 11 %Buses 100 5.6 0 0 0 0 0 0 0 20.8 0 0 0 0 0 0 163 Op Route 9 Route 9 Leonard Street From North From East From South From West Start Tbru IeftiPeds n�P.Tomt Right I7lru heft- Peds n�p.raa Right I Thru I Le$IPeds- Right Thnt Left Peds Lnrrroue Int.T-1 - — Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 tlw Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 5 0 0 5 0 0 0 0 0 0 5 0 2 7 0 0 0 0 0 I 12 07:15 AM 0 6 0 0 6 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 9 07:30 AM 2 6 0 0 8 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 15 07:45 AM 0 3 0 0 3 0 0 0---,-.-0 0050 0 5 0 0 0 0 0 8 Total Volutne 2 20 0 0 22 0 0 0 0 0 0 20 0 2 22 0 0 0 0 0 44 %App.Total 9.1 90.9 0 0 0-0- 0 0 0 90.9 0-9.1-- 0 0 0 0 _PHF ?50 .833 .000 .000 .688 .000 000- 000 000 .000 .000 .714 .000 .250 .786 .000 .000 .000-_000 - .000_ __..733 MIS Data Acquisition, Transformation & Analysis Inc. 50 Alden Ave. Belchertown, MA 01007 N / S: Front Street File Name : PM - Front @ Florence E /W: Florence Street Site Code : 05161961 City, State: Leeds, MA Start Date : 12/6/2006 .�, Client: VHB / M. Chase Page No : 1 .Mr Groups Printed-PCs and Peds-HVs and Bikes-Buses Front Street Florence Street Florence Street From North From East From South From West Start Time Right Thru y-Left Peds Right Thru - Left Peds Right Thru Left Peds Right Thru Left Peds Inc Total ---- - I - —L t -- 04:00 PM 2 0 0 0 4 25 0 0 0 0 0 0 0 23 3 0 57 04:15 PM 1 0 1 0 0 38 0 0 0 0 0 0 0 20 0 0 60 04:30 PM 1 0 1 0 1 27 0 0 0 0 0 0 0 26 4 0 60 04:45 PM -- 1 -- -0 - --1-- 0 2 --40--- 0- 0. - 0 0 0.-- --0 0----29 -5-- --i __-78_ Total 5 0 3 0 7 130 0 0 0 0 0 0 0 98 12 0 255 nw 05:00 PM 1 0 1 0 0 34 0 0 0 0 0 0 0 28 8 0 1 72 05:15 PM 1 0 0 0 0 25 0 0 0 0 0 0 0 28 1 0 55 05:30 PM I 0 3 0 0 26 0 0 0 0 0 0 0 31 2 0 63 05:45 PM 1-_.__ 0-,------0 _0 __---0 33 -__ 0 -- -- - 0 -- 0 -- 0 0 0 _0 21 Total 4 0 4 0 0 118 0 0 0 0 0 0 0 108 13 0 247 Grand Total 9 0 7 0 7 248 0 0 0 0 0 0 0 206 25 0 502 Apprch% 56.2 0 43.8 0 2.7 97.3 0 0 0 0 0 0 0 89.2 10.8 0 Total% 1.8 0_- -_ 1.4 0 1.449.4 0 -__0 0 0 0 0 0 41 5 0 _ PCs and Peds 8 0 5 0 7 246 0 0 0 0 0 0 0 202 25 0 493 %PCs and Peds 889 _-0 71.4 _-__0 100 99.2__-_ 0-_-0 0 0 0 _0 _ 0 98.1 0 , 98.2__ HVs and Bikes 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 %HVs and Bikes p 0_ - 0 0 0 0 ---0 0 0 0 0 0.5 0 0.2 Buses 1 0 2 0 0 2 0 0 0 0 0 0 3 0 0 8 %Buses 11.1 0 28.6 0 0 0.8 0 0 0 0 0 0 0 1.5 0 0 1.6 Front Street Florence Street Florence Street From North _ From East I From South From West Start Time Right Thru heft Peds App Tow Right Thru Left Peds App.Twx1 Right Thru Left Peds App Taw Right Thru Left 1 Peds I A ro�ai Im.Tmal ---- ---. - __.. ---- —._. -- --- ---- — -----�— Pp _..� Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of I Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 1 0 1 0 2 1 0 38 0 0 38 0 0 0 0 0 0 20 0 0 20 60 04:30 PM 1 0 1 0 2 1 27 0 0 28 0 0 0 0 0 0 26 4 0 30 60 04:45 PM 1 0 1 0 2 2 40 0 0 42 0 0 0 0 0 0 29 5 0 34 I 78 05:00 PM 1_ -0 1 0 _2 0 34 _-0 0 34_ 0 0 0 0_ 0 0 28 8 0 36 72 Total Volume 4 0 4 0 8 3 139 0 0 142 0 0 0 0 0 0 103 17 0 120 270 ,�. %App.Total 50 0 50 0 2.1 97.9 0 0 0_ 0 0 0 0 85.8 14.2 --- PHF 1.000 •000 1.000 .000 1.000 .375 .869 .000 .000 gq$ 000 .000 .000 .000 .- _ 000_ 000-_888 .531 000 833 _, 865_ w Data Acquisition, Transformation & Analysis Inc. 50 Alden Ave. ` Belchertown, MA 01007 N / S: Front Street File Name : PM - Front @ Florence E / W: Florence Street Site Code : 05161961 City, State: Leeds, MA Start Date : 12/6/2006 Client: VHB / M. Chase Page No : 1 Groups Printed_-H_Vs and Bikes-Buses Front Street Florence Street Florence Street From North From East _ From South From West Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds int.Total 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 04:30 PM 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 2 04:45 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 Total 1 0 1 0 0 1 0 0 0 0 0 0 0 1 0 0 4 Op 05:00 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 jo 1 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 2 0 3 -05.45-PM- - 0 -0---- 0 -- 0 - —0 -0 0- -0 ---0--- Q- 0 —0- ---0 1 - 1- go Total 0 0 1 0 0 1 0 0 0 0 0 0 0 3 0 5 Grand Total 1 0 2 0 0 2 0 0 0 0 0 0 0 4 0 0 9 Apprch% 33.3 0 66.7 0 0 100 0 0 0 0 0 0 0 100 0 0 Ift Total% 11.1 0 22.2 0 0 22.2 0 0 0 0 0 0 0 44.4 0 0 HVs and Bikes 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 %Hvs and Bikes Q 0 0 0 0 0 0 0 p 0 0 0 0 25 0 0 11.1 Buses 1 0 2 0 0 2 0 0 0 0 0 0 0 3 0 0 8 117, Buses 100 0 100 0 0 100 0 0 1 0 0 0 0 0 75 0 0 88.9 Front Street Florence Street Florence Street From North From East From South From West s tart Time_ Right Thru Left Peds npp.raa Right Thru Left Peds w,,.rw.1 __u_L - Left Peds w�.r.w Right Thru Left Peds- npar.vi I mt.T.' Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of I up Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 04:30 PM 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 2 04:45 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 05:00 PM -_0 0 0 0 0 0 1 0 0 1 0 000 0 0 0 _—_ 0 0 0 1 Total Volume 1 0 1 0 2 0 2 0 0 2 0 0 0 0 0 0 1 0 0 1 5 k APP � .000 0 100 0 0 _0 0 0 0 _ 0 100 0 0 PHF _-50 .000 _350 00 _ 2 --_ _--_ .500 .000 .500 .000 .000 _ .500 _000 .000 .000 .D00 .000 .000_?50 .000 .000 .250 .625_-_ � 11 w so willow -. Data Acquisition, Transformation & Analysis Inc. 50 Alden Ave. Belchertown, MA 01007 N /S: Route 9 File Name : PM - Route 9 @ E. Center E /W: East Center Street Site Code : 12060678 City, State: Leeds, MA Start Date : 12/6/2006 ., Client: VHB / M. Chase Page No : 1 Grou s Printed-PCs and Peds-HVs and Bikes-Buses Route 9 Route 9 East Center Street From North _ From East From South From West Start Time - Right 1 Thru- Left Peds Right LThru� Left Peds Right Thru Left Peds Right j Thru Left Peds int.Total - -- ... 04:00 PM 1 86 0 0 0 0 0 0 0 125 6 0 1 0 0 0 219 04:15 PM 0 84 0 0 0 0 0 0 0 148 5 0 3 0 0 0 i 240 04:30 PM 0 78 0 0 0 0 0 0 0 133 3 0 3 0 0 0 217 04:45_PM-r- 0 102 -- 0 0- - 0- -0 -0----0 0--128 _ -10 -_- 0. Total 1 350 0 0 0 0 0 0 1 0 534 24 0 , 9 0 1 0 919 05:00 PM 0 94 0 0 0 0 0 01 0 165 7 0 2 0 0 0 268 05:15 PM 1 84 0 0 0 0 0 0 0 155 5 0 8 0 0 0 I 253 05:30 PM 1 0 83 0 0 0 0 0 0 0 146 9 0 4 0 0 0 242 05:45 PM 1 -0- 78 - 0 0 -- 0 - 0 0 0 -- 0 - 131 -- 8---_0 1.0 0 - 1-- 0-----228 Total i 1 339 0 0 0 0 0 0 0 597 29 0 24 0 1 0 991 Grand Total 2 689 0 0 0 0 0 0 0 1131 53 0 33 0 2 0 1910 Apprch% 0.3 99.7 0 0 0 0 0 0 0 95.5 4.5 0 94.3 0 5.7 0 Total% 0.1 _ 36.1 0 0 0 -__ 0 0 0 0-_-_59.2- . 2,8 0 1.7 0 0.1 0 PCs and Peds 2 674 0 0 0 0 0 0 0 1116 53 0 32 0 2 0 1879 "b PCs and Peds 100 _97.8_ 0 0 0 0 0 0 -_,__ 0_-987100 0 97_--0_ 100 0 98.4_ �r HVs and Bikes ! 0 14 0 0 0 0 0 0 0 12 0 0 1 0 0 0 27 HVSaraBikes 0 -_-_2 0 0 0 0 0 0 0- 1.1 0 0 3 0__- 0 0 1.4 Buses 0 1 0 0 0 0 0 0 0 3 0 0 0 0 0 0 4 %Buses 0 0.1 0 0 0 0 0 0 0 0.3 0 0 0 0 0 0 0.2 Route 9 -.-_ Route 9 i East Center Street '■" From North From East _ From South _ _ _ From West r�art Time Right Ttw _ _-I- g L _Left Peds npp.ra.i Right Thru Left Peds App.Tml Right I ThNTLeft Peds I npr romt Right Thrll-=eftTPeds-�npp T�i.i _tm_Tutet-� Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 1 0 102 0 0 102 1 0 0 0 0 0 0 128 10 0 138 2 0 1 0 3 1 243 05:00 PM 0 94 0 0 94 0 0 0 0 0 0 165 7 0 172 2 0 0 0 2 268 05:15 PM 1 84 0 0 85 0 0 0 0 0 0 155 5 0 160 8 0 0 0 8 253 _05:30 PM_'-.__0_ 83-__0 —0_ 83 0 _0 0 _ 0 0 _0 146 -9-- 0 155 - 4 0 0 --4 _242 ,. Total Volume 1 363 0 0 364 0 0 0 0 0 0 594 31 0 625 16 0 1 0 17 1006 %App Total 0.3 99.7 0_ 0 - 0 0 0 0 0 95 5 0 0 59 0 PHF 50 890 000 000 .892 .000 .000 .000 .000 .000 .000 900 .775 000 -_ I- _- -- --- -' 908__-•500 .000 . 50 000 - -- ---- --- 531 i-.938 ,a. AM MM Data Acquisition, Transformation & Analysis Inc. 50 Alden Ave. Belchertown, MA 01007 'N / S: Route 9 File Name : PM - Route !) @ E. Center E /W: East Center Street Site Code : 12060678 City, State: Leeds, MA Start Date : 12/6/2006 Client: VHB / M. Chase Page No : 1 Groups Printed-HVs and Bikes-Buses F— Route 9 Route 9 East Center Street _ From North From East From South From West LStart Time Right-L Thru� Left Peds Right Thru Left LPeds Right Thru Left Peds Right I Thru Lef[ Peds )nt.Totat 04:00 PM 0 4 0 0 0 0 0 0 0 4 0 0 0 0 0 0 8 04:15 PM 0 3 0 0 0 0 0 0 0 3 0 0 0 0 0 0 6 04:30 PM 0 3 0 0 0 0 0 0 0 1 0 0 0 0 0 0 4 04:45 PM 0 1 0 0 0 0 0 0 0 3 0 0 I__ 0 0 0 0 4 Total 0 11 0 0 0 0 0 0 0 11 0 0 0 0 0 0 22 05:00 PM 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 05:15 PM 0 0 0 0 0 0 0 0 0 1 0 0 ; 0 0 C 0 1 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 C 0 1 05_45 PM - 0_- _2_ ____0—___O 0 0 __0 0-0-0 0 _ 3 0 -_-0 0 __C_ 0 __5 Total 0 4 0 0 0 0 0 0 0 4 0 0 1 0 a 0 9 Grand Total 1 0 15 0 0 0 0 0 0 0 15 0 0 1 1 0 0 0 31 Apprch% 0 100 0 0 0 0 0 0 0 100 0 0 100 0 0 0 ------Total % 1 --_0_. 48.4 - 0 - --0 0— 0-- 0 0 0 48.4_ 0_ _ 0 3.2 0 0 0 _ _ HVs and Bikes 0 14 0 0 0 0 0 0 0 12 0 0 1 0 0 0 27 x HVs and Bikes __ 93.3 _0 0 0 0 0__._ 0 0 80 0 01000 0 0 87.1 Buses 0 1 0 0 0 0 0 0 0 3 0 01 0 0 0 0 4 %Buses 0 6.7 0 0 0 0 0 0 0 20 0 0 1 0 0 0 0 12.9 lIIIR Route 9 Route 9 T East Center Street From North From East From South From West Start Time Right Thnl heft Peds n�P.r.vi Righ�Thm Lef _Peds Apt,T. Right Thm Left Peds [:P; i Right 1 Thru rLefC Peds npp r.a Int.Totd7 Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 tali Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 0 4 0 0 4 0 0 0 0 0 0 4 0 0 4 1 0 0 0 0 0 8 04:15 PM 0 3 0 0 3 0 0 0 0 0 0 3 0 0 3 1 0 0 0 0 0 6 04:30 PM 0 3 0 0 3 0 0 0 0 0 0 1 0 0 1 ! 0 0 0 0 0 4 04:45 PM 0 1 0 0 1 0 0 0 3_ 0 0 -_- 3 0 0 0 0 4_ Total Volume 0 11 0 0 11 0 0 0 0 0 0 11 0 0 11 0 0 0 0 0 22 %App.Total 1 0 100 0 0 0 0 0 0 0 100 0 0 0 _ 0 0 D _—_ PHF 1 .000 .688 000 .000 .688 .000 .000 .000 000 ,000 .000--.688 _000_ -000--_ .688 1.000 .000 000 .00) .000 .688 Ow t!!1 Data Acquisition, Transformation & Analysis Inc. am 50 Alden Ave. Belchertown, MA 01007 N / S: Route 9 File Name : PM - Route 9 @ Leonard E /W: Leonard Street Site Code : 23456789 City, State: Leeds, MA Start Date : 12/6/2006 Client: VHB / M. Chase Page No : 1 Groups Printed-PCs and Peds-HVs and Bikes-Buses Route 9 Route 9 I Leonard Street _ From North i From East _ From South + From West -Start Time Right 1 Thru j Left Peds j Right Thru _Left Peds Right Thru Left Peds Right j Th�Left Peds int.Total g 04:00 PM 1 86 0 0 ! 0 0 0 1 0 118 1 0 I 0 0 0 208 ... 04:15 PM 2 81 0 0 j 0 0 0 0 0 158 3 0 1 0 1 0 246 04:30 PM 1 76 0 0 0 0 0 0 0 130 0 0 2 0 1 0 210 -04:45 PM --0--- .102 __0 --_0 --0-- 0 --0 -0 --0 119 _ 3 .- -0 _ 2 0-- - 2 0. - 228 Total 4 345 0 0 1 0 0 0 1 0 525 7 0 6 0 4 0 892 +.ts 05:00 PM 0 76 0 0 0 0 0 0 0 156 3 0 1 4 0 3 0 242 05:15 PM 1 80 0 0 j 0 0 0 0 0 147 1 0 2 0 1 0 I 232 05:30 PM 1 74 0 0 1 0 0 0 0 0 141 2 0 I 1 0 2 0 221 PM 2_--74 0- -01- ._.-0 — 0 0_- 0 __0_ 119- 1----- 0� 2 - -0 - -2 0 200 Total 4 304 0 O 0 0 0 0 0 563 7 0 9 0 8 895 Grand Total 8 649 0 0 0 0 0 1 0 1088 14 0 15 0 12 0 1787 Apprch 0 1.2 98.8 0 0 0 0 0 100 0 98.7 1.3 0 55.6 0 44.4 0 Total% 0.4 36.3._ 0 0I 0 _-_ 0 0 0.1 0 60.9 0.8 -0_ 0.-8 _ 0 0.7 0 PCs and Peds 5 634 0 0 1 0 0 0 0 0 1072 14 0 1 0 12 0 1752 /o Pcs and Peds_ 62.5 97.7 _0_ 0 __ _ _0_- 0 0 __ 0 _ 0 _ 98.5 100 0 100_- 0 100 0 _ 98_ �. HVs and Bikes 1 13 0 0 0 0 0 1 0 13 0 0 0 0 0 0 28 HVs and Bikes _12.5,_ - 2 0 0 0 _ 0 0 100 0 1:2 0 0 0 0 0 0 --_1.6 ------------------- Buses 2 2 0 0 0 0 0 0 0 3 0 0 0 0 0 0 7 %Buses 25 0.3 0 0 0 0 0 0 0 0.3 0 0 0 0 0 0 0.4 Route 9 Route 9 Leonard Street From North I From East From South From West SlattTtme Right 1Thru Left rreeds ( npT—i Right Ttw Left Peds npp.mm Ri ht Tliru - Left Peds n�ro.i ini.7axl, ---- _L —_f__.. L —1 --B 1— Loft Peds n�,.w Right Thru Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM ww 04:15 PM 1 2 81 0 0 83 1 0 0 0 0 0 0 158 3 Q 161 1 0 1 0 J16 246 04:30 PM 1 76 0 0 77 0 0 0 0 0 0 130 0 0 130 2 0 1 0 210 04:45 PM 0 102 0 0 102 0 0 0 0 0 0 119 3 0 122 I 2 0 2 0 228 05_00 PM_- 0 7.6 ___0__ ,. 0 76 - 0_- 0 _ 0 _0 _.0 0 _156__3__0 _ 159_ 4_____0 3- 0 242 - - - Total Volume 3 335 0 0 338 0 0 _O 0 0 0 563 9 0 572 � 9 0 7 0 926 1.�tt 7 App Total _0.9 99_1 0__ 0 --_ 0-__ Q 0 0___ 0__98.4__ 1.6 ____Q______56 Q 43.8 — 4 -- 0 PHF .375 .821 000 000 --- .828 000 000 000 .000 _ 000_ •000 .891 .750 .000 ggg 563 .000 583 .000 - - -- -- - —571 .941___ wtw stw am Data Acquisition, Transformation & Analysis Inc. 50 Alden Ave. Belchertown, MA 01007 N / S: Route 9 File Name : PM - RoutE! 9 @ Leonard E /W: Leonard Street Site Code : 23456789 City, State: Leeds, MA Start Date : 12/6/2006 Client: VHB / M. Chase Page No : 1 Groups Printed-HVs and Bikes-Buses Route 9 Route 9 Leonard Strect From North From East From South From West Start Time Ri ht Thru Left Peds Right Thru Left Peds Right Thru Left Peds Ri ht Thru Leit Peds Int.Total g - --- ----- -- --- -- - ---- � - -- - --- 04:00 PM 0 2 0 0 0 0 0 1 0 4 0 0 0 0 (1 0 7 04:15 PM 1 4 0 0 j 0 0 0 0 0 3 0 0 0 0 (1 0 8 04:30 PM 1 3 0 0 0 0 0 0 0 1 0 0 0 0 0 0 5 04:45 PM 0----- ----0- 0- 0 --0 0 0 0-2- --0----0 0 0 - 0---- 0 4 Total 2 11 0 0 0 0 0 1 0 10 0 o 0 0 0 0 24 05:00 PM 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 2 05:15 PM 0 0 0 0 I 0 0 0 0 0 1 0 0 0 0 0 0 1 05:30 PM 1 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 2 05_45 PM --.0 3- -0— O-I- 0 - -0 - 0 0 0 ---3-.._ Total 1 4 0 0 0 0 0 0 0 6 0 0 0 0 ( 0 11 Grand Total 3 15 0 0 0 0 0 1 0 16 0 0 0 0 C 0 35 Appreh% 16.7 83.3 0 0 0 0 0 100 0 100 0 0 0 0 C 0 Total% 8.6 42.9 0 -0 0 0 2.9 0 45.7 0 0 0 0 C 0 HVs and Bikes 1 13 0 0 0 0 0 1 0 13 0 0 0 0 C 0 28 %HVs and Bikes 33.3 86.7 0 0 0 0 0 100 0 81.2 0 0 0 0 0 0 80 Buses 2 2 0 0 0 0 0 0 0 3 0 0 0 0 0 0 7 %Buses 66.7 13.3 0 0 0 0 0 0 0 18.8 0 0 0 0 0 01 20 ~11 Route 9 Route 9 Leonard Stret t From North - Fr om East From South From West Start Time Right Thru Left Peds App TaJ Rightl Thru I-Left Peds nom.T.w Right T1nU Lef[ Peds nP,Twm Right Thru Left Pecs App TOm tm Totn� Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 we Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 0 2 0 0 2 I 0 0 0 1 1 0 4 0 0 4 0 0 0 0 0 7 04:15 PM 1 4 0 0 5 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 8 04:30 PM 1 3 0 0 4 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 5 04:45 PM 0 2 -0-0- 2 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 4 Total Volume 2 11 0 0 13 0 0 0 1 1 0 10 0 0 10 0 0 0 0 0 24 %App.Total 15.4 84.6 0 0 0 0 0 100 0 100 0 0 0 0 0 0 —__ PHF .500 _688 .000-_000 .650 .000 000 .000 ?50 .250 .000 .625 000 000 _625 .000 _000 000 .00) .000 __750 Trip Generation ma I'M M. .ft P:\09983.00\docs\memos\Nttachment.doc Opp a* Im m so ow go op w o► P:110006.00\graphics\FIGURES\Site Generated Traffic.dwg aye w Ni ` o0 o ti� o Emmuma Rd Q--► o r o PARad Rd tar St .) 1 dry\ i O AM PM Enter 6 Enter 19 J Exit 20 Exit 11 Total 26 Total 30 T o Not b Scale Site Generated Traffic AM(PM) Northampton,Massachusetts wr OF ITE TRIP GENERATION WORKSHEET (7th Edition,Updated January 2004) LANDUSE: Single-Family Detached Housing LANDUSE CODE: 210 Independent Variable---Number of Units JOB NAME: UNITS(#): 21 JOB NUMBER: WEEKDAY ow Directional RATES: Total Trip Ends Independent Variable Range _ Distribution #Studies RA2 Average Low High Average Low High _ Enter Exit DAILY 350 0.96 9.57 4.31 21.85 197 2 2,900 50% 50% AM PEAK(ADJACENT ST) 274 0.89 0.75 0.33 2.27 201 2 2,900 25% 75% PM PEAK(ADJACENT ST) 302 0.91 1.01 0.42 2.98 214 2 2,900 63% 37% TRIPS: BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 201 100 100 247 124 124 AM PEAK(ADJACENT ST) 16 4 12 24 6 18 PM PEAK(ADJACENT ST) 21 13 8 26 17 10 SATURDAY Directional RATES: Total Trip Ends Independent Variable Range Distribution #Studies RA2 Average Low High Average Low High _ Enter Exit NO DAILY 73 0.93 10.10 5.32 15.25 214 15 1,000 50% 50% PEAK OF GENERATOR 52 0.90 0.94 0.50 1.75 220 15 675 54% 46% TRIPS: BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 212 106 106 243 121 121 PEAK OF GENERATOR 20 11 9 30 16 14 SUNDAY Directional • RATES: Total Trip Ends Independent Variable Range Distribution #Studies RA2 Average Low High Average Low High _ Enter Exit DAILY 69 0.94 8.78 4.74 12.31 218 15 1,000 50% 50% PEAK OF GENERATOR 51 0.88 0.86 0.55 1.48 217 15 675 53% 47% SIR TRIPS: BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 184 92 92 176 88 88 PEAK OF GENERATOR 18 10 8 23 12 11 P:\10006.00\ssheets\Trip Gen\Trip Gen 210-Single Fam Single Family Housing-210 1/4/2007 ITE TRIP GENERATION WORKSHEET (7th Edition,Updated January 2004) LANDUSE: Apartment LANDUSE CODE: 220 Independent Variable---Number of Units ww JOB NAME: UNITS(#): 4 JOB NUMBER: WEEKDAY Directional RATES: Total Trip Ends Independent Variable Range Distribution #Studies RA2 Average Low High Average Low High Enter Exit 0 DAILY 86 .88 6.72 2.00 12.50 212 0 1000 50% 50% AM PEAK(ADJACENT ST) 78 0.83 0.51 0.10 1.02 235 0 1100 20% 80% PM PEAK(ADJACENT ST) 90 0.77 0.62 0.10 1.64 233 0 1100 65% 35% TRIPS: BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 27 13 13 174 87 87 *■* AM PEAK(ADJACENT ST) 2 0 2 6 1 5 PM PEAK(ADJACENT ST) 2 2 1 20 13 7 +w SATURDAY Directional RATES: Total Trip Ends Independent Variable Range Distribution #Studies RA2 Average Low High Average Low High Enter Exit DAILY 15 0.85 6.39 2.84 8.40 175 65 360 50% 50% PEAK OF GENERATOR 14 0.56 0.52 0.26 1.05 178 65 360 Peak Distribution Not Availble rw TRIPS: BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 26 13 13 -225 -112 -112 PEAK OF GENERATOR 2 NA NA 21 NA NA SUNDAY Directional RATES: Total Trip Ends Independent Variable Range Distribution #Studies RA2 Average Low High Average Low High Enter Exit DAILY 14 0.82 5.86 3.21 7.53 182 90 360 50% 50% PEAK OF GENERATOR 13 -- 0.51 0.26 1.43 186 90 380 Peak Distribution Not Availble TRIPS: BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 23 12 12 -75 -38 -38 PEAK OF GENERATOR 2 NA NA NA NA NA a.. "� P:\10006.00\ssheets\Trip Gen\Trip Gen 220-Apt 4 units Apartment-220 1/4/2007 ap ow sm ■s m OR eye op �s im 0 sp op ow op op Intersection Capacity Analysis low P:\09983,00\docs\memos\Attachment.doc o. OR wR ow op op so wa w ow ap yew am HCM Unsignalized Intersection Capacity Analysis 2006 Existing AM 12: Florence & Front t �► .' Lane Configurations '+ +' Y Sign Control Free, Free,., Stop. Grade 0% 0% 0% Volume (veil/h} 72 10 4-° 157 , 5.. 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Houd' flow rate (vph) 78� 11 4 171 5 ' 16`� Pedestrians Larne Width (ft) Walking Speed (ft/s) '" Percent Blgckage', Right turn flare (veh) Median.type None- Median storage veh) Upstream signal(ft} pX, platoon unblocked nC,conflicting volume "' 89 !� 263 84 vC1, stage 1 conf vol vC2;stage 2„conf,vol” . r vCu, unblocked vol 89 263 84 single(s) r '.4:1' 6.4 - 6.2 tC, 2 stage (s) tF(s} p0 queue free% 100 99 98 cM capacity(veh/h) 1; 06 724 976 IN I m Volume Total 5' 22 Volume Left 0 4 5 Volume Bight 1 i 0 16 cSH 1700 1506 898 Volume to Capacity::,,;, , 0:05 0;00. 0.02 Queue Length 95th (ft) 0 0 2 Control,Delay(s)." " Q 0" f'.2 9.1 Lane LOS A A Approach belay(s) .0 0 2 " ,9.1 Approach LOS A Average Delay 0.8 Intersection Capacity:Utilizatpn 21.5°I° ICU bevel of Service A; Analysis Period (min) 15 w. Synchro 6 Report P:\10006.00\graphics\BASES\2006 AM.sy7 Page 1 vhb, inc. HCM Unsignalized Intersection Capacity Analysis 2006 Existing AM 3: E Center St & Haydenville Rd (Rt 9) t saw Lane Configurations ° T+ Sign Control Stop Free . Free Grade 0% 0%° 0% NP Volurrte(veh/h}' 3 .31. 7 265 687 0 . Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flew"rate'(vph) 3 '34 " . 8 288 747 .0 Pedestrians LarteFWidth Walking Speed (ft/s) Pei 0t, lockage Right turn flare (veh) Mediae►type None''.x, Median storage veh) Upstream signal`,(ft) pX, platoon unblocked vC coriflie ing volume 1050 74,7 747 .. vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1050 747 747 tC srngle(s}, 4. tC, 2 stage (s) tF(s} 3.5 3.3 2.P- PO queue free 99 92 99" c,M capacity(vehlh) 249 413 862 MIRM Valurr(e Total 37 296 747 :4.` ► Volume Left 3 8 0 We Right 34 �; 0 0 ., cSH 390 862 1700 Volume;to Capacity 0.09,',"0.01 0:44 Queue Length 95th (ft) 8 1 0 GpjntroF Belay(s) 15.2; 0,3 0.0 Lane LOS C A ,4joach Delay(s) 15.2 0:p 0.0 Approach LOS C Average Delay 0.6 1nters6ctr"on Capacity Utilization 46»2%4 IGU Level,b ervice Analysis Period (min) 15 w Synchro 6 Report P:\10006.00\graphics\BASES\2006 AM.sy7 Pagel vhb, inc. HCM Unsignalized Intersection Capacity Analysis 2006 Existing AM 5: Haydenville Rd (Rt 9) & Leonard T k Lane Configurations T# ► Sign Control,," Free Free Stop Grade 0% 0% 0% Volume(veh/h) 1 272 650 10 91 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Ho Orly flow rate,°(vph}` " 1 296 707 11 10` 11 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage "` Right turn flare (veh) Median type:: None Median storage veh) Upstream'`signal pX, platoon unblocked u0, co,'Icting.voium `" ' 717 1010 712 �. vC1, stage 1 conf Vol ' vC2, stage 2 conf v--f vCu, unblocked Vol 717 1010 712 tC,single(s): " 6.2 tC, 2 stage (s) tF(s) 2.2 3.5 3.3 po queue free% 100 96 97 cM capacity,( 884, . 266 432 �* Volume To#al` 297 71"7 21 : . Volume Left 1 0 10 Volume Right x " 0 - 11 Al cSH 884 1700 333 Volume to Capacity 0.00 0.4 06 Queue Length 95th (ft) 0 0 5 Control'Delajr(s)" 00 0.0 16.5 Lane LOS A C Approach Delay(s) 00 0.0 16.5" Approach LOS C _. T Average Delay 0.3 Intersection:Capacity.Utilization 44.8°%6 , ICU Level of Service-' A Analysis Period (min) 15 Synchro 6 Report P:\10006.00\graphics\BASES\2006 AM.sy7 Page 1 vhb, inc. HCM Unsignalized Intersection Capacity Analysis 2006 Existing AM 15: Evergreen & Site Dr Lane Configurations , ,, , Sign Control ,Free Free. Stop Stop Grade 0% 0% 0% 0% �V ala�rrie:(u h/h} 0; 1'0. 0 0 10 0 0 0 10., 1 0 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly t1n , rate,(vph)� © 11 0 0 11 . . .0- 0 0' 11, 11 1 0 Pedestrians Lane,,-V,,idth O Walking Speed (ft/s) Percentalo"kage, ; + Right turn flare (veh) Madte'ri type:, w None None Median storage veh) Upstream sigriali(ft pX, platoon unblocked v.C,cort#liming uolurne 11. 11 23 22 11 . 33 . 22 11 vC1, stage 1 conf Vol yC2,sta�e2rcvrtf val, ' vCu, unblocked Vol 11 11 23 22 11 33 22 11 tG smgl O' 4.1 4.1 7:1 6. 6.2 7.1 '' 6.5 6.2 tC, 2 stage (s) tRa °�a ' ,x 2:2: " 2.2 3.5 40- 3.3, 3.5, 4.0 3.3 p0 queue free% 100 100 100 100 99 100 100 100 cM capacity(v�r►/h)_` 160&': 1608 988 872 1070 965 872 1070 r V6 d"""Total 11= 11 11 Volume Left 0 0 0 1 Volume;Right ='; (1' 0 11 1 cSH 1608 1608 1070 1015 Vol ume;to,Capacity„;' 0.00 0.00 0.01 0.00 Queue Length 95th (ft) 0 0 1 0 06 trot Delay(s)' ¢.0 0.0 8.4 8.6 Lane LOS A A Approacl .Detay 0.0 8.4 86 Approach LOS A A s f Average Delay 3.2 [nf ,Capacity IJl lizatton 13.3%� ICU"I;eyof-of,`Service A Analysis Period (min) 15 Synchro 6 Report P:\10006.00\graphics\BASES\2006 AM.sy7 Pagel vhb, inc. HCM Unsignalized Intersection Capacity Analysis 2006 Existing PM low 12: Florence & Front t Lane Configurations +T Y Sign"Control Free -Free = Stop . Grade 0% 0% 0% Volume(vehlh) 139 3 " 17 " '103. " 4 r 4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Houdy'.flow,rate (vph) 151 3 18' ' 112 4 4 - Pedestrians Lane Wi�lth (ft) Walking Speed (ft/s) Percent Blockage r ,. Right turn flare (veh) Median rvtype None Median storage veh) Upstream signal(ft) pX, platoon unblocked uC,conflicting vblurtte 154 302 153 vC1, stage 1 conf vol uC2,.stage 2 conf,vol vCu, unblocked vol 154 302 153 tC;single(s) 4:1; 6'.4 6.2 tC, 2 stage (s) tF(s).� 2.2 _.3.5 3.3 �. p0 queue free % 99 99 100 cm ca acity'(vehlh) , 149 681 893 NEW K Volume Total:;; 154; 130 9 : `" Volume Left 0 18 4 Volume=,Right 3 0 cSH 1700 1426 773 Volumme to Capacity 0.09 Queue Length 95th (ft) 0 1 1 Control Delay(s) 0,0.. Lane LOS A A Approach Delay(s) 0.0 1.2:. . 9 7 Approach LOS A Average Delay 0.8 Intersection,Capacity Utilization • 27.2°tQ ICU"Level of Service, .' " A *� Analysis Period (min) 15 Synchro 6 Report P:\10006.00\graphics\BASES\2006 PM.sy7 Page 1 vhb, inc. HCM Unsignalized Intersection Capacity Analysis 2006 Existing PM 3: E Center & Haydenville (Rt 9) T ap m Lane Configurations Y * T Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) "1 "". _ 10 25, 574 358 0', Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 1 1 27 624 389 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None - Median storage veh) Upstream signal-(ft) pX, platoon unblocked v iflicting volume 1467 380 385 vC1, stage 1 conf vol vC2, e'2 corff vol" ., vCu, unblocked vol 1067 389 389 tC" strtgle-(S}' 6:4� 6.�2 4.1 �, tC, 2 stage (s) p0 queue free% 100 98 98 cM capacity,'(ueh/h) X40; 659° 1169 r. Volume Total t2 651 ,385 Volume Left 1 27 0 Viume Right 11 0 �0 cSH 569 1169 1700 Voiurre t©jip,4pacity 0;02 - 0.02 0 23 Queue Length 95th (ft) 2 2 0 Control Delay(s) 11:5; t to 0.0 Lane LOS B " A ■" Apps©ach:lDelay(s) 11:5= << =Q.6 0.0 Approach LOS B Average Delay 0.5 Int tsectlon.Capacity Utilization 60.5 9 o. ICU Level of;Service B' Analysis Period (min) 15 w Synchro 6 Report P:\10006.00\graphics\BASES\2006 PM.sy7 Pagel vhb, inc. HCM Unsignalized Intersection Capacity Analysis 2006 Existing PM �- 5: Haydenville (Rt 9) & Leonard T Lane Configurations Y Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h):'1-._ 9 563 335 . > 5.. 7 9! Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 M. Hourly flow.rate (vpt) 10 612 '364, 5 8 Pedestrians Lane Width (ft),:,,. Walking Speed (ft/s) Percgnt Blockage , Right turn flare (veh) ftlleef�an type. one Median storage veh) Upstream-signal (ft) pX, platoon unblocked VC-conflictirig:uolume 370 99>3 367.: .. vC1, stage 1 conf vol vC2;stage 2 corif,vo[ vCu, unblocked vol 370 998 367 tC, single(s} 4.1 6.4 6.2 tC, 2 stage (s) tF(s) 2.2 3.5 3.3. p0 queue free% 99 97 99 cM�caftacity�(v6h/h) 1189 2E 8 ;_. 678 ffin Volurrie Total'° 622 370 17 Volume Left 10 0 8 Volume Right., 0 5 10 „ cSH 1189 1700 406 Volume to Capacity 0.01 0.22 0.04 , Queue Length 95th (ft) 1 0 3 Control Delay s) 0.2 0,0 14.3 Lane LOS A B Approach D"eloy(s) 0.2 0.0 14.3. Approach LOS B . Average Delay 0.4 Intersection Capaci HCM Unsignalized Intersection Capacity Analysis 2006 Existing PM 15: Evergreen & Site Dr Lane Configurations , 4+ Sign C©ntrof Free Free,'', Stop Stop Grade 0% 0% 0% 0% " Uolurne(veh/h) 1 10 0 5 5 1 A 0 10 1 0 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Haurlyflow.rate(vph} 1 11 0 5 5; 1 0 '0 11 1 0 Pedestrians Walking Speed (ft/s) F' rcent blockag Right turn flare (veh) fvledian.type ... None None Median storage veh) tJpstrGiAm signal(ft) pX, platoon unblocked vC,corifljtrng$volume:r 7 1,1 31 30 1.1 41 30 6 vC1, stage 1 conf vol vC2,stage 2 coif vbl.' vCu, unblocked vol 7 11 31 30 11 41 30 6 tQ srrtg#e( j "' 4,1 6.5 6:2 7.1-' 6.5 6.2 tC, 2 stage (s) tF(s) 2.2 2.2 3.5 r ! 4.0 3.3 3.5 4.0" 3.3 p0 queue free% 100 100 100 100 99 100 100 100 q c r a fty(veh/h)a 1614; 1608 973 859 A076 950 ' 859 1077 Volur►erGq�l 2' Volume Left 1 5 0 1 Volumeaght,, 0 1 1`1 1 cSH 1614 1608 1070 1010 Voume$to Capacity 0.00"" 0,00 0.01 0.00 „ Queue Length 95th (ft) 0 0 1 0 C nt, (i)elay`(s}*„ ;0,7 3.3 8.4 8.6, Lane LOS A A A A ,Approach;pela\r(s) 0.71', 3.3 8.4 8.6 Approach LOS A A Average Delay 4.3 (rigrsetion�apac�ty Ufii�zatiar: ` '13.3% ICU I evel.of Service A Analysis Period (min) 15 OR Synchro 6 Report P:\10006.00\graphics\BASES\2006 PM.sy7 Page 1 vhb, inc. HCM Unsignalized Intersection Capacity Analysis 2011 NoBuild AM 12: Florence & Front t r t' _n. Lane Configurations Sign,,Contro!` Free Free Stop Grade , 0% 0% 0% Volume(vehlh) 78 '11 4 169 16 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Wourly flow rate (vptt) 85 12 4 184 17 _ 5 Pedestrians LaneWdth (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Medi'ar typo None Median storage veh) Upsfream'signa! (ft) pX, platoon unblocked uC;cortflict!rtg; ap HCM Unsignalized Intersection Capacity Analysis 2011 NoBuild AM 3: E Center & Haydenville (Rt 9) -A t e Lane Configurations + T*Sign"Controt� Stop Free Free; Grade 0% 0% 0% Vaiume (ueh/h} 3 33 8 285 740 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flown Sato°(vph). 3 36 - 9 310 804:. 0 Pedestrians L no Walking Speed (ft/s) Percent O,( Right turn flare (veh) Med�ari �. None o, Median storage veh) Upstream signal(ft) pX, platoon unblocked vC canflict�ng\volume 804 804 vC1, stage 1 conf Vol v02,stage 2 onf " :. vCu, unblocked Vol 1132 804 804 ttF'°sngle ( } 6.4 6.2 4.1 r tC, 2 stage (s) 3":5 3:3 2.2 p0 queue free% 99 91 99 cfV(capacty(veh h) 222` 383 820 . lit v F , VolurrY,e"Dotalr 39 318 804' Volume Left 3 9 0 Volume}Right 36 0 0 cSH 361 820 1700 Volume to Capaalty ''�;;0.1f 0:0f,� 0.4 , Queue Length 95th (ft) 9 1 0 Control[delay(s) 16:2 0.4 0.0 Lane LOS . C q + ! Appfoach Delay(saw 16.2 0.4; 0.0 Approach LOS C x. RE Average Delay 0.6 Intersectict pecity,Utilization'' 48:9°lo ICU Level ctfi SOwice- A' Analysis Period (min) 15 ,a Synchro 6 Report P:\10006.00\graphics\BASES\2011 NB AM.sy7 Pagel vhb, inc. on HCM Unsignalized Intersection Capacity Analysis 2011 NoBuild AM *� 5: Haydenville (Rt 9) & Leonard t Lane Configurations *' T Y Sign Control Free Free Stop "" Grade _ 0% 0 0% Volume (veh/h) 1 293 700 11 1'0 11 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly'flow rate(vph) ' : " 41 318 X761 " 12 11 12 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percen Blockage' Right turn flare (veh) Mediarraype None *� Median storage veh) Upstream slgnal (fit) r pX, platoon unblocked VC, conflictinguolurria 773 1088 767 vC1, stage 1 conf vol vC2,stage 2 con,vot vCu, unblocked vol 773 1088 767 tC, single(s) _ ,.4 1t ` 6.4 '6;2 tC, 2 stage (s) tF (s) '=2.2 3.5 3.3 ,. p0 queue free% 100 95 97 cM capacity(ve h/h 402 : Volu"nme Total 3 © 773 23 3r Volume Left .1 0 11 Volume Rigitr -`0 '12 12 cSH 842 1700 303 Volume'to Capacity, O.QO 0 4, 0.08 , Queue Length 95th (ft) 0 0 6 Control Delay.(s) f 00 0.0.: 17.8 '." Lane LOS. _ .A C Approach Delay(s) 00 0.0 17.8 . Approach LOS C Average Delay 0.4 Intersection CapacityvUtilization , : 47.50 ICU Level of Service Analysis Period (min) 15 Synchro 6 Report P:\10006.00\graphics\BASES\2011 NB AM.sy7 Page 1 vhb, inc. HCM Unsignalized Intersection Capacity Analysis 2011 NoBuild AM 15: Evergreen & Site Dr 4- t i _ x gy ff,01 V � £ SAE Lane Configurations , , *4 Sign Cori#rol Free Free" Stop Stop Grade 0% 0% 0% 0% +P Volurne'(vehlh) 0 11 011 11 0 0 0 11 1_: 0`" , Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flaw rate(vph) 0 12 0 _ 12 12 Q Q 0 12 1 Q 1'' Pedestrians Lane W id#he�(ft) Walking Speed (ft/s) Roroentp�0%kage w� . Right turn flare (veh) Medinaype,, , - None None Median storage veh) , Upstream signaf(ft) pX, platoon unblocked UCH conf ict;ng voluirie 12 12 49 48 12 60 48 1,2 vC1, stage 1 conf vol uC2; st age.2 conf°vol vCu, unblocked vol 12 12 49 48 12 60 48 12 fC s}ngle,:O 4.1 4.1 �.. 7.1 . 6.5° . 6. 71°{ 6 5°.,~ 6 2 tC, 2'stage (s) tF{s) 2.2 2. 3.5 4.0 .3.3` 3.5:e4:a 3. p0 queue free% 100 99 100 100 99 100 100 100 001,,040 'city(uel /h) - 1607: 1607 945. " 837 1069: `, 92Q 837 1059 Vb'lunie To#al 12 24 12 2 ' Volume Left 0 12 0 1 Volume x,;12 1 cSH 1607 1607 1069 989 VoaumeKt'a` apacity 0 00- 0.01 Q:01 o;a0 . ,11 Queue Length 95th (ft) 0 1 1 0 Control;Belay(s): 0.0'. 3 r; 8.4 86 Lane LOS A A A Approach,Delay(s) 010 3.7 8.4 8.6 Approach LOS A A Average Delay 4.1 lntorsectron Gapac;ty Utilization 17.9% . ICU Level of Serii ice, A Analysis Period (min) 15 �e ar No Synchro 6 Report P:\10006.00\graphics\BASES\2011 NB AM.sy7 Pagel vhb, inc. HCM Unsignalized Intersection Capacity Analysis 2011 NoBuild PM • 12: Florence & Front t t/ Lane Configurations '+ *' Y Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h), 150 3 18 111 4 4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 ,. Hourly flow rate(vph) 163 3 20 121 4 4 Pedestrians Lane Width-(ft) - - Walking Speed (ft/s) Percent`Bl6ckag-,,,' Right turn flare (veh) Med arj type None Median storage veh) Upstream signat;ot) ` pX, platoon unblocked conf, inn volume 166 - 324" -1 x. T vC1, stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 166 324 165 C 4} 6.2 tC, 2 stage (s) 2.2 X3:5: 3.3 p0 queue free% 99 99 100 GM capacity.(uehlh) 1412:: , 660° 880 m � MINNOW . �"" Yalume Total 166 !40--- 9 Volume Left 0 20 4 Volume Right 3 0 4 cSH 1700 1412 754 Volume to-Capacity, ', 0.1O 6.01- 0.01 Queue Length 95th (ft) 0 1 1 Control,13616(s) 0.0 1.2 9.8 Lane LOS A A Approai h`;Delay(s) ,0 0 , 1.2 9.8 Approach LOS A v. Average Delay 0.8 Intersection;Capacity,Utilization 28:2% ICU_ Level of:Service A Analysis Period (min) 15 Synchro 6 Report P:\10006.00\graphics\BASES\2011 NB PM.sy7 Page 1 vhb, inc. w HCM Unsignalized Intersection Capacity Analysis 2011 NoBuild PM 3: E Center & Haydenville (Rt 9) t Lane Configurations Sign Control Stop Free Free Grade 0% 0% 06% Volume (veh/h) 1 11 27 618 386 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly:,flt w rate(vph) 3 ,,l 1!2 29 672 420 0 Pedestrians Lane,Width(ft) Walking Speed (ft/s) f'ercentfBlbckage . "' Right turn flare(veh) Mediart`type Nane Median storage veh) , 1pstream signal(ft) pX, platoon unblocked vC 3 ceJNlfl sting y 9,pme 11,50 420 420 vC1, stage 1 conf vol ow yo, ,stage 2 c©rtf vol. vCu, unblocked vol 1150 420 420 tvC;single(5) 6.4 6.2 4':1 . , tC, 2 stage (s) t :(s) 3.3 22 p0 queue free% 99 98 97 cM capacity(veh/h) ,214 634 1140 volume Total. 701 420 Volume Left 1 29 0 VQlunie Right 12 0 0 cSH 544 1140 1700 V IuMP19.Capacity p.,02� 0.03 0.25 Queue Length 95th (ft) 2 2 0 Control aolay(s} 11.8 0.7 0.0 a Lane LOS B A 'w! A�proall'De)aY(s}, 1,1.8', 0.7 0.0 Approach LOS B Average Delay 0.6 Inter "Otion Capacity ti ization 64.4°/Q. ICU Level of Service C Analysis Period (min) 15 do 4w 40 Synchro 6 Report P:\10006.00\graphics\BASES\2011 NB PM.sy7 Page 1 vhb, inc. HCM Unsignalized Intersection Capacity Analysis 2011 NoBuild PM .. 5: Haydenville (Rt 9) & Leonard l t �► �► Va Lane Configurations *T T Sign Control ``; Free Free Stop Grade 0%° 0% 0% Volume-(veh/h 10 606 361 3 8 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 ,. Hourly flow rate-(Vph) 11 659 392 3 9 11 Pedestrians Lane Width:(ft) Walking Speed (ft/s) Percent Btoclkage . Right turn flare (veh) Median type None *� Median storage veh) Upst"rearrtusigrtai pX, platoon unblocked vC, Conflicting volunne 396 1074 394 vC1, stage 1 conf vol vC2, stagy 2;conf voC vCu, unblocked vol 396 1074 394 tC, singfe,(s) 4.1 6:4 6.2. tC, 2 stage (s) tF(s) , 2.2.." 3.5 3.3 *� p0 queue free% 99 96 98 cm capacity(veh/h):> 1163 241 655 :- " Voluni Total 64` 3960 - Volume Left 11 0 9 Volume Right 0 3 11 cSH 1163 1700 371 Volume,#o Capacity 0.01 0.23 0.06 Queue Length 95th (ft) 1 0 4 : y.(s)" 0.3 . 0.0 15 2 Control Dela _'. Lane LOS A C . Approa h,:Defay(s) 0.3 0.0 15.2'` Approach LOS C Average Delay 0.4 Intersection Capacl#y Utilization 49.9% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Report P:\10006.00\graphics\BASES\2011 NB PM.sy7 Page 1 vhb, inc. HCM Unsignalized Intersection Capacity Analysis 2011 NoBuild PM 15: Evergreen & Site Dr „ Lane Configurations , , , , Sign.00ntr6V Free Free Stop ` Stap. Grade 0% 0% 0% 0 �" Volume(veh/ ) 1 11 0 5 5 1 0 0 11 1 0 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly f!aw rate''"(vph) 1 '12 , 0 5 5 1 0 0 12 - 1 0 1; Pedestrians Lane Width.(ft), Walking Speed (ft/s) Rercent:�lockage """" Right turn flare (veh) Median type . None None' e Median storage veh) Upstreni signal(ft) pX, platoon unblocked uC,caP,nfl c-T. volume° 7 12 32 32 12 43 31" 6 vC1, stage 1 conf vol vG2,stage 2 cogf vol vCu, unblocked vol 7 12 32 32 12 43 31 6 tC sirgl (e)- ,: . 4.1 4.1 7.1 6.5 6.2, 6. t td, 2 stage (s) tF._(s),. .,"�� 2. c.2 3,5 4.0 3.3 3.5 "; 4.0�',r':`3.3 P6 queue free% 100 100 100 100 99 100 100 100 .rr� cKcapa ►ty=�(�rehfh} 1614. �rr i 1607 972 858_10691 946 ; 858;, =1077 Vo'lurne Volume Left 1 5 0 1 Volume Right; cSH 1614 1607 1069 1007 Volume to capacity` _ 0.00' 0,00 QA1 0.00;, .�4 11 Queue Length 95th (ft) 0 0 1 0 Control Delay(s}' 0.6 3.3 8.4 86 Lane LOS ' A A A A Approach Delay(s) 0.6 3.3 :. 8.4 86 Approach LOS A A Average Delay 4.3 Interctipi.Capacity,Utilization 13.3°f ICU Level of Service A Analysis Period (min) 15k err Synchro 6 Report P:\10006.00\graphics\BASES\2011 NB PM.sy7 Page 1 vhb, inc. HCM Unsignalized Intersection Capacity Analysis 2011 Build AM 12: Florence & Front t l t' Lane Configurations ' Sign Control Flee- Free 'Stop` - ' Grade 0% 0% 0% Volume (veh/h) 78 12 5 - ';:169. 18 9: . Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly#low rate (vph) `85 � 13 5 :° 184 2b""° 10 Pedestrians Lane Width (ft) Walking Speed '� Percent.Blockage ;�� , Right turn flare (veh) tVlediantype" ; `None� ..� Median storage veh) upstream signal=(ft) . pX, platoon unblocked vC,conflicting volurne 98 286 91 "' vC1, stage 1 conf vol vC2; stage 2 conf vof vCu, unblocked vol 98 286 91 tC :single tC, 2 stage (s) tF(s)" ;2 2 , , �,t... 3 +•+ p0 queue free% 100 97 99 cM capacity(veh/IZ) , 1495 702 966 VolumedTota1 9 `29 Volume Left 0 5 20 Volume'Right 13 0 i 0 ; .. cSH 1700 1495 772 Volume;to Capacity 0,06 0.00 0'04 Queue Length 95th (ft) 0 0 3 " Control-Delay(s) p�:0 0 2 .9 8 Lane LOS A A Approach Delay(s):,` ",�00 Q 2 `.9 8 Approach LOS A low t a Average Delay 1.1 Intersection Ca aci Cltiltzatian ICU LeveC of Service A` P 22.9°l0 Analysis Period (min) 15 � Synchro 6 Report P:\10006.00\graphics\BASES\2011 B AM.sy7 Page 1 vhb, inc. w HCM Unsignalized Intersection Capacity Analysis 2011 Build AM 3: E Center& Haydenville (Rt 9) u„ Lane Configurations ' , Sign Control Stop. Free;: Free Grade 0% 0% 0% ,. V61ui me:(,veh/h); 3 45 11 : 285 7AOn._ 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flaw rate (vph} 3 : 49 12 =310 ; 804 0 Pedestrians Lane.Width (ft} Walking Speed (ft/s) Percerit"Blockage Right turn flare (veh) Median type " None" V. Median storage veh) ,P Upst'ream signal (ft} gin; - pX, platoon unblocked vC,confictrng:volume 1"i38 804 804 ' vC1, stage 1 conf vol tiiC2,stage 2'conf vol _ vCu, unblocked vol 1138 804 804 t"C;single(s} 6 4 62 4i1 tC, 2 stage (s) tF,(S} 3.5 3.3 2.2 - - p0 queue free% 99 87 99 o<ilf capaerty°(veh/h} 220 383 820 � VolurYle Total``` , � 2� 322 834 r Volume Left 3 12 0 p Valume�Rght 49 0 0 ° , ,y= cSH 366 820 1700 Volu 7�e to Gapacifys w t 0 t4 ° 0.01 0.47 .�:. . . n Queue Length 95th (ft) 12 1 0 Control Delay(s `t f 16:5 0.5 00 Lane LOS C A Approach Delay(s} 16:5 0.5 OA Approach LOS C . x . Average Delay 0.9 Intersection Gapacfty Gfrlizat�on 48.9%° lCU Leve(of Service grnn A } Analysis Period (min) 15 " Synchro 6 Report P:\10006.00\graphics\BASES\2011 B AM.sy7 Pagel vhb, inc. OR HCM Unsignalized Intersection Capacity Analysis 2011 Build AM •• 5: Haydenville (Rt 9) & Leonard T 1 J a Lane Configurations Sign Control Free' Free Stop .. Grade 0% 0% 0% Volume (veh/h) .1 293 :"'700 12 12 11 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Ao HoUrl' flow rate (vph�) 1 318 �E761 13 13 12 Pedestrians Lame Width (ft) Walking Speed (ft/s) Percer i,Blockage r Right turn flare (veh) - .. . M fype None .• Median storage veh) ' Op, 6A, slgrtal (ft) pX, platoon unblocked yC, conflicting volume� 1.088 767, vC1, stage 1 conf vol v 2,,stage 2 conf vol ? .;. .. vCu, unblocked vol 774 1088 767 tC, single(s) 4 1 � 6.4 6-2 tC, 2 stage (s) tF.(s). 2 2 3.5. 3.3.:`` �. p0 queue free% 100 95 97 cM capacity(veh/h) 842. Volume Total 320 7 2a� r. Volume Left 1 0 13 Volume Right 0 13 12 ,�. cSH 842 1700. .. 296 F Volume to Capacity 0.0.0 0'4" 0 08 Queue Length 95th (ft) 0 0 7 Control Delay(s) 00 0 0 ,,18 3 Lane LOS A C Approach Delay(s) Approach LOS C Average Delay 0.4 Intersection Capacity Utilization 47.6°0 IQU Level of Seance :A Analysis Period (min) 15 T Synchro 6 Report P:\10006.00\graphics\BASES\2011 B AM.sy7 Pagel vhb, inc. HCM Unsignalized Intersection Capacity Analysis 2011 Build AM 15: Evergreen & Site Dr : p , r Lane Configurations ,, , SigR,Cantrola Free Free to , , Stop Grade 0% 0% 0% 0% , Volume(uhlh) 2 11 0 :" 11 1`1. 10 3` 11 3 12 j Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Fourty:flpw rate';Evph) 2 1°2 = 0 12 12 .3 ;=: 12 3 13 °."` Pedestrians Lane 11Viclthw(ft)` a Walking Speed (ft/s) Parcerit Blockage ' Right turn flare (veh) CUlediari type "None a None Median storage veh) pX, platoon unblocked �t ,canflctrng vlurnre 13.,. 12 _' 67. .�. wo53 12 , 66�' -53 �1 v ap C1, stage 1 conf vol !� ?x,. tAge vCu, unblocked vol 13 12 67 " 53 12 66 53 12 tO;singlf(s)` = ;r. 4.1 , , ; 4 s1 '; ;aN, 71 <; 6 5 � 82 7.1 6.5 6:2 " , . tC, 2"stage (s) tF �i. =• ry. 22. 22 35 : 40:. 3.3 3.5:; 40 3.3 p0 queue free% 100 99 100 100 99 100 98 99 c(UI capacity(ueh/h) 1605 1607 f903 831 " 1069 908 831, x1068 Volurrie 1Tota1 s" - 14 25 Volume Left 2 12 0 3 Volume $; cSH 1605 1607 1007 905 Volume 1.9 GaacE#y 0 00 0.01 .0.02 O.Q3° w Queue Length 95th (ft) 0 1 �1 2 " Control D 3.5z 86, 91 .. Lane LOS A A A A w Approach'Delay(s)W '1.1 3.5 8.6 91 Approach LOS A A Average Delay 5.8 IritersectinCapacity lJfi6zatior 13.7°!p 1CU Levelof'Seniice A , Analysis Period (min) 15 .,. . . Synchro 6 Report P:\10006.00\graphics\BASES\2011 B AM.sy7 Page 1 vhb, inc. HCM Unsignalized Intersection Capacity Analysis 2011 Build PM •• 12: Florence & Front t t' Lane Configurations T+ Sign Control Free Free ` Stop; t Grade 0% 0% 0% V61ume.(veh/h) 150 5 22, 111 5 : 6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 H6urlyjl6 rate (vph) 163 5 `" 24 -� 121 1 5 7= Pedestrians Lane)IUidth Walking Speed (ft/s) Right turn flare (veh) �Vlediar type None .:.. low Median storage veh) Upstreami signal (ft) pX, platoon unblocked low vC,corf4ctir�gvolume 168 334 vC1, stage 1 conf vol vC2,°stage 2 conNol vCu, unblocked vol 168 334 166 C-sin gle(s) , 41 6.4� ,.�2` . �., . tC, 2 stage (s) tF �. p0 queue free% 98 99 99 oM ca0661ty`(ueh/h) 1y409 650 879F`,, z Volume Total 168 f45 12 ; ",,T o �<. Volume Left 0 24 5 V61 Right 5 0 ? cSH 1700 1409 757 Volume,"'to;Cagacity 0.10 ° 6.` 2 Q 02 Queue Length 95th (ft) 0 � 1_ 1 ControlDelay.'ts} 1 Lane LOS A A Approach Delay(s) 0 0 1 4 9 8 11 Approach LOS A Average Delay 1.0 Iratersection Capacity Utilization 28:6°!p ICUL:evel of Service A ` Analysis Period (min) 15 x �F +IIA Synchro 6 Report P:\10006.00\graphics\BASES\2011 B PM.sy7 Page 1 vhb, inc. HCM Unsignalized Intersection Capacity Analysis 2011 Build PM 3: E Center & Haydenville (Rt 9) „ I. t Lane Configurations 1� Sign Control Stop Free Free Grade 0% 0% 0% Ue3r(sume(ueh/h}' 1 18 38 618 . . 386 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 HQurlflt?wrate';(vph}` 072 42(} 0 Pedestrians Lar1e W idth (ft}=i Walking Speed (ft/s) Percent:Btockage Right turn flare (veh) Medrart type ',Hope µ Median storage�veh) Ups#rears signal (ft}, pX, platoon unblocked eor�flct►n volume; 117 420 420- r . v61, stage 1 conf vol " YC,�x��t�ige 2 conf voE �, vCu, unblocked vol 1174 420 420 tGx srrigle`rt(s} 6.4 6:2t 41 x " tC,2 stage(s) t 22 p0 queue free % 99 97 96 r cNJr capac►ty(ueh/ } 204, � .w 634= 1140 VolumTtll Volume Left 1 41 0 V40, Right .;,,, 0 .. t cSH 571 1140 1700 Volume to Capacity_ 0 0 ;�0.04 0.25 Queue Length 95th (ft) 3 3 0 Ctrrh ± aya(s} 11:5 0.9 0:0 :' Lane LOS B A b Approach Decay(s) 11 5; w, 059 0.0 Approach LOS B Average Delay 0.8 In#warsec! t1r U ' 3 ova ►ty ta0 F :p CU Level f Serice G Analysis Period (min) 15 Synchro 6 Report P:\10006.00\graphics\BASES\2011 B PM.sy7 Page 1 vhb, inc. HCM Unsignalized Intersection Capacity Analysis 2011 Build PM ,. 5: Haydenville (Rt 9) & Leonard 'X) t ? Lane Configurations +' T Y Sign Control Free Free Stop *� Grade 0% 0% 0% Volume(vehlh) 0,z, 10 �6061, 361-- 5 9 10- Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly;ffow,rate;(vph) ' - 11 650::' - 392,11 5 10 11,? Pedestrians Lane°Widtfi`jft) Walking Speed (ft/s) Pereeht Blockage Right turn flare (veh) Medlari type' None . �.. Median storage veh) Opstr-eam pX, platoon unblocked vC,contlictmg!.rrolume ° 358 1076', 395,y vC1, stage 1 conf vol vC2; sta a conf vol 9... , : . " vCu, unblocked vol 398 1076 395 tCsingle tC, 2 stage (s) tF�(s):= 22 3.5 p0 queue free% 99 96 98 cM capacity.(veh/h} 11.61 241 e Volunne�Total: �: 670 398 Volume Left M 11 p , 20 ,F�h' `m " Volume,Right `: .. 0 cSH 1161 1700 361 Volume'fo Capacity3 E° ,r 0.01 0.23 d 06 Queue Length 95th (ft) 1 0 5 CohtrolDelay;(s) 0 3', Lane LOS A C Approach Qelay(s} 0:3 0 0 15 6 Approach LOS C Average Delay 0.5 Intersec#tan Capacity Utilization : X9.9°!° ,t ICU Level of Service A n «. Analysis Period (min) 15 Synchro 6 Report PA10006.00\graphics\BASES\2011 B PM.sy7 Page 1 vhb, inc. HCM Unsignalized Intersection Capacity Analysis 2011 Build PM 15: Evergreen & Site Dr Lane Configurations , , , Sign Garjrpl` Free free Stopy,i ,' Stop Grade 0% ° ° 0% 0% 0% a V6 um ..(veh/h) _ 7 11, 0 5 5 3 0 11 :.: 11 3 7 4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate`,(;vph) 8. 12 0 5 5 3 01 12 12 3 8 4 Pedestrians Line W idth �)t}:` .•. - . , Walking Speed (ft/s) Percerit•Blaakage Right turn flare (veh) MedRari type r None . None �. � ; - Median storage veh) Upstream signal (f#)' pX, platoon unblocked u4 conflrctrng volume 9 �2 53 47 : 12: 63 . .45 7 ► vC1, stage 1 conf vol irC2,stage 2" fvol " vCu, unblocked vol 9 12 53 f 47 12 63 45 7 tC singles) 7.f 6 5 `6:2 7:1 6.5 62 " tC, 2 stage (s) ` tF 35 4'0 3.3� a ..=3.5 p0 queue free% 100 100 100 99 99 100 99 100 ctt capacEty(veh/h) 1611; " ' 1607 y„929 838``1069. 905 840 T075 Volume 1'�tsl 20' "14 24 15 Volume Left 8 5 0 3 Volume'Ftight;" 0 3 12 cSH 1611 1607 939 911 Volume fo Cae�t�' 0,00 X0.00 0.03 "0.02 w Queue Length 95th (ft) 0 0 2 1 Control Delsy(s 2 8 2.8 8.9 9'0 Lane LOS A A A A Approach L?elay(s) 2 8 28. .r Approach LOS A A ON �s Average Delay 6.1 late"r ectiarr Capactty Utilizatiort`> 13.3%° Fµ ICU Levekof',Service " q :�b:� . Analysis Period (min) 15 Synchro 6 Report P:\10006.00\graphics\BASES\2011 B PM.sy7 Pagel vhb, inc. a.. Public Transportation AM m 40 am d� P:109983.00\docs\memosW t tachment.doc a� .w .P ow ow 4 w to sills •Williamsburg Library Williamsburg Center I 5 RE17 I •• to 9 WILLIAMSBURG j HATFIELD Hi0 �. I Narthamptvn/ � Mq� sr I Williamsburg i Haydenville Isis 1 ____ a 1 91 NT bp.nect1CuY Leeds sT •VA Hospital G RiU o er Cente 9 _ VIE l— Look ti l Service to Leeds Center Parkiy inbound to Northampton 2 only.Outbound trips will � ST�Florence \ serve Leeds Center by 'CenterPVT request. s �. ocusr. f arag r,sr r Cooley Dickinson Hospital > M4' g 91 Northampl High School• R44 .643 NORTHAMPTON Corrthouse JS Smith Colle e• •Theatre PVTA Route RED 42 -�--- Connecting Route w Peter Pan Bus T r final • Major Bus Stop 112 0 ,Mile Walter Salvo Houses" ouse• rwnrH _ 66 1 R41 Iy N 7 1 E a s11111111 --- y5 bT � I ,'ANT TO JOIN THE TRANSIT CLliB? 4111111, PLEASE SEND ME THE PASSES INDICATED BELOW: ❑ Elderly& Persons with Disabilities Pass- $18.00/month 4111111111 ❑ Regular Pass-$36.00/month ❑ Ticket Pack- $9.00/ten rides Name Address City,State,Zip Phone CONFIDENTIAL PVTA OFFICE USE ONLY ❑ Check enclosed for month of: Please make check payable to PVTA. Mail to: PVTA Information Center 1776 Main Street,Springfield,MA 01103 RED WEEKDAY 42 Effective NORTHAMPTON/WILLIAMSBURG Sept 2e006er3, l LEAVE ARRIVE NORTHAMPTON V.A.HOSPITAL WILLIAMSBURG V.A.HOSPITAL SMITH COLLEGE WALTER SALVO NORTHAMPTON COURTHOUSE CENTER HOUSE COURTHOUSE — 6:00 G 6:05 6:05 6:15 6:30 6:45 6:55 7:00 7:05 7:05 7:15 7:30 7:45 7:55 8:00 8:05 8:05 8:15 8:30 8:45 8:55 9:00 9:05 9:05 9:15 9:30 9:45 9:55 10:00 10:05 10:30 10:35 10:35 10:45 — 10:45 10:55 11:00 11:05 CG — -- -- - 12:40 0 12:45 12:45 12:55 1:10 1:25 1:35 1:40 1:45 2:20 2:25 2:25 2:40 2:55 3:10 3:20 3:25 3:35 3:35'' 3:50 4:05 4:20 "4:30 4:35 4:45 4:45 5:00 5:15 5:30 5:40 5:45 5:55 5:55 6:05 6:20 6:35 6:45 6:50 6:55 6:55 7:05 7:20 7:35 7:45 7:50 7:55 CG RED SATURDAY �. 44 Effective NORTHAMPTON/WILLIAMSBURG Sept2e0m6er3, LEAVE ARRIVE NORTHAMPTON V.A.HOSPITAL WILLIAMSBURG V.A.HOSPITAL SMITH COLLEGE WALTER SALVO NORTHAMPTON COURTHOUSE CENTER HOUSE COURTHOUSE -- 7:00 7:05 7:05 7:15 7:30 7:45 7:55 8:00 8:05 8:05 8:15 8:30 8:45 8:55 9:00 9:05 9:05 9:15 9:30 9:45 9:55 10:00 10:05 CG -- --- --- 12:00 12:05 12:05 12:15 12:30 12:45 12:55 1:00 1:05 1:05. - 1115 1!:30 1:45 1:55 2:00 2:05 2:05 2:15 2:30 2:45 2:55 3:00 3:05 CG --- --- --- --- 3:50 4:00 4:00 4:10 4:25 4:40 4:50 4:55 5:05 5:05 5:15 5:30 5:45 5:55' 6:05 6:15 6:15 6:25 6:40 6:50 7:00 7:05 7:10 CG sAk C- bus stops on King St.at Calvin Theatre(not Courthouse) Service to Leeds Center inbound to Northampton only. G -to PVTA Garage at 54 Industrial Drive,Northampton Outbound trips will serve Leeds Center by request to driver. Tnps,se�ice'Nash Hill by request.For pick-up,call 586-3548.;For drop-off,speak to bus operator. t t i i i�4�� t t-, t� 't t New Year's Day Now you can purchase your PVTA Martin Luther King Day monthly bus pass by mail. Memorial Day Call 781-PVTA Independence Day for more information or Labor Day mail in orderform on Columbus Day reverse side of schedule. Veterans Day Thanksgiving Christmas Day 1" ia MIAAN Pioneer Valley Transit Authority ROUTE INFORMATION Due to traffic and weather conditions,times are subject to change. Fares: Elderly and Persons with Disabilities and Medicare card holders are eligible for'/2 fare when they show a PVTA E&D identification card available wR at the Information Center. Elderly&Persons with Disabilities(with PVTA ID) 50-cents Regular Cash Fare $1.00 Children 6-12 years 75-cents Children 5 years and under FREE ■t Regular and Children's Transfer 25-cents Elderly&Persons with Disabilities Transfer 10-cents(with PVTA E&D identification card) Types of Bus Passes: Elderly&Persons with Disabilities($18/month)•Regular Pass($36/month) PVTA Information Center: Services offered include identification cards for elderly,persons with disabilities and Medicare cardholders,bus tokens and monthly passes. The office is located at 1776 Main Street at the Springfield Bus Terminal. Schedule and fare information is available by calling 781-PVTA or 586-5806. Transfers PVTA's routes are designed to create a network so that by transferring from one bus to another you can reach your destination.If you are going to transfer,purchase a transfer from the operator at the time you pay your fare.Transfers are good only until the latest time shown,and never for a round-trip or stopover. I Dim cc * O 49 rn rrl a >�4 * o co nj ti o ca m c ru Ln • c o CL . TI-1,Ull N � 3( go • SUBDIVISION OF LAND 3. At the laying out and acceptance of said ways all municipal services within the ways will become the property of the City of Northampton at no cost to said City,unless otherwise agreed upon. This agreement shall be binding upon the heirs, executors, administrat s, successors, and assigns of the undersigned. Owner of Record Patrick J.Melnik Print or type name V Signature Address 110 King Street,Northampton MA 01060 Phone (413)584-6750 Before me appeared !( � "Owner of Record,and made oath that the above statements subscribed to be hi er are true. Notary Public: Q Commission ires: t'_- �2 �� yci Q c Date of Submission: City Clerk: (signature) Vp,M I CA A If (form created 5/8/03) 2��, q�0 Create checklist of all design and submittal requirements and include with filing. A %CU O �. TgRY .PVO 290 Attachment 1:5 12-01-2006 NORTHAMPTON CODE APPLICATION FOR APPROVAL OF DEFINITIVE PLAN—Form C File with the Office of Planning and Development,City of Northampton,Massachusetts File 16 completed forms and plans and file seven additional copies, showing wetlands, which may be 11" xl7" reduced-scale plans, with the City Clerk and the Planning Board, in accordance with the requirements of§ 290-14. All plans must be folded and a copy of the application attached to each plan. All submittals must be accompanied with a disk showing the entire filing in DjVu or TIFF format.In addition,the entire filing must be submitted in CAD DWG,DXF or shape file exactly located geographically. To the Planning Board: The undersigned herewith submits the accompanying Definitive Plan of Property located in the City of Northampton for approval as allowed under the Subdivision Control Law and the Rules and Regulations Governing the Subdivision of Land of the Planning Board in the City of Northampton. We further grant the Planning Board and its agents the right to enter our property for the purpos f evaluatin this application. Beaver Brook Nominee Trust&Patrick J.Melnik 1. Applicant Signature Address 110 King Street,Northampton MA 01060 Phone (413)5 750 Q� 2. Owner aver Brook Nominee Trust&Patrick J.Melnik Signature Pr' Address 110 King Street,Northampton MA 01060 Phone (413)527-3600 (�� l ,� 3. Engineer Heritage Surveys,Inc.-Richard P.Weisse Signature RI"A .[ `ga_44� 241 College Highway&Clark Street, Address P.O.Box I Southampton MA 01073 Phone (413)527-3600 4. Surveyor Heritage Surveys,Inc.-Bruce A.Coombs Signature LIiC �LIJLS�?Z�J'� 5. Deed of property recorded in Hampshire County Registry or Land Court(circle one) Book 5493 Page23 Book 5869 Page 6 Book Page Book 5917 Page 206 Book 8166 Page 88 6. Location and Description of Property: Book 8333 Page 175 The parcels of land are located on the northerly side of Evergreen Drive and the westerly side of Haydenville Road. The existing site consists of woods,an existing 4 multifamily unit building,vernal pools and bordering Map 5 Parcel 6 Map 6 Parcel 58 vegetated wetlan .of Commercial Lots: #of Residential Lots: 12 Map 5 Parcel 7 Map 6 Parcel 61 Map 5 Parcel 12 Map 11A Parcel 3 Map 6 Parcel 19 7. Assessor's Map ID: Lot(s): Map 6 Parcel 20 Map 6 Parcel 21 The following are all the mortgages and other liens or encumbrances on the whole or any part of the above described property: The undersigned hereby covenants and agrees with the City of Northampton upon approval of the Definitive Plan: 1. To construct the ways and install the municipal services as finally approved by the Planning Board. 2. To design and construct the ways and design and install the municipal services in accordance with the Rules and Regulations Governing the Subdivision of Land, City of Northampton, Massachusetts, with the rules and instruction of City Board of Health,appropriate department heads,and with the Definitive Plan and its accompanying material as finally approved by the Planning Board. 290 Attachment 1:4 12-01-2006 e � 6 y l 3 CD N O x � � W m - 2 ow, 1 0 o rn r„ ti ru o co co ti C ■_■ t6 Ln N Er v O O Q fd U Ora tKr N d — � z Q C x Z o r 0 Lu U) lwi Lu 1 chi.fl g-. I SUBDIVISION OF LAND 3. At the laying out and acceptance of said ways all municipal services within the ways will become the property of the City of Northampton at no cost to said City,unless otherwise agreed upon. This agreement shall be binding upon the heirs, executors, administra s, successors, and assigns of the undersigned. Owner of Record Patrick J.Melnik Print or type name Signature Address 110 King Street,Northampton MA 01060 phone (413)584-6750 Before me appeared pp ' Owner of Record,and made oath that the above statements subscribed to be hi er are true. Notary Public: C Commission ires: Cv, �u Date of Submission: City Clerk: (signature) (form created 5/8/03) Za"" Z �a�' O Create checklist of all design and submittal requirements and include with filing. �+ �Dqs3A J0 RY P 290 Attachment 1:5 12-01-2006 NORTHAMPTON CODE APPLICATION FOR APPROVAL OF DEFINITIVE PLAN—Form C File with the Office of Planning and Development,City of Northampton,Massachusetts File 16 completed forms and plans and file seven additional copies, showing wetlands, which may be 11" xl7" reduced-scale plans, with the City Clerk and the Planning Board, in accordance with the requirements of§ 290-14. All plans must be folded and a copy of the application attached to each plan. All submittals must be accompanied with a disk showing the entire filing in DjVu or TIFF format.In addition,the entire filing must be submitted in CAD DWG,DXF or shape file exactly located geographically. To the Planning Board: The undersigned herewith submits the accompanying Definitive Plan of Property located in the City of Northampton for approval as allowed under the Subdivision Control Law and the Rules and Regulations Governing the Subdivision of Land of the Planning Board in the City of Northampton. We further grant the Planning Board and its agents the right to enter our property for the purpos f evaluatin this application. Beaver Brook Nominee Trust&Patrick J.Melnik 1. Applicant Signature Address 110 King Street,Northampton MA 01060 Phone (413)5 750 2. Owner Beaver Brook Nominee Trust&Patrick J.Melnik Signature Pr'-0�� Address 110 King Street,Northampton MA 01060 Phone(413)527-3600 3. Engineer Heritage Surveys,Inc.-Richard P.Weisse Signature ` 241 College Highway&Clark Street, Address P.O.Box I Southampton MA 01073 Phone (413)527-3600 4. Surveyor Heritage Surveys,Inc.-Bruce A.Coombs Signature(C;�CG�GI�t- 'C-eJ2�✓�Li!'� 5. Deed of property recorded in Hampshire County Registry or Land Court(circle one) Book 5493 Page23 Book Page Book 5869 Page 6 Book 5917 Page 206 Book 8166 Page 88 6. Location and Description of Property: Book 8333 Page 275 The parcels of land are located on the northerly side of Evergreen Drive and the westerly side of Haydenville Road. The existing site consists of woods,an existing 4 multifamily unit building,vernal pools and bordering Map 5 Parcel 6 Map 6 Parcel 58 vegetated wetland Map 5 Parcel 7 Map 6 Parcel 61 of Commercial Lots: #of Residential Lots: 12 Map 5 Parcel 12 Map 11A Parcel 3 Map 6 Parcel 19 7. Assessor's Map ID: Lot(s): Map 6 Parcel 20 Map 6 Parcel 21 The following are all the mortgages and other liens or encumbrances on the whole or any part of the above described property: The undersigned hereby covenants and agrees with the City of Northampton upon approval of the Definitive Plan: 1. To construct the ways and install the municipal services as finally approved by the Planning Board. 2. To design and construct the ways and design and install the municipal services in accordance with the Rules and Regulations Governing the Subdivision of Land, City of Northampton, Massachusetts, with the rules and instruction of City Board of Health,appropriate department heads,and with the Definitive Plan and its accompanying material as finally approved by the Planning Board. 290 Attachment 1:4 12-01-2006 Apri19, 2007 Page 2 of 2 6. Sewer Flow Calculation, prepared by Heritage Surveys, Inc., dated April 6, 2007 — 16 copies 7. Soil Testing For Site Development Logs, prepared by Heritage Surveys, Inc., dated December 14, 2006— 16 copies 8. Hydraulic Analysis,prepared by Dewberry, dated January 19, 2007— 16 copies The following waivers are being requested: • Article VII § 290-29(D)(l)—reduction in the radius from existing street line to proposed street line to 25'—30' required. • Article VII § 290-29(D)(l)—reduction in the straight line intersection from existing street line to proposed street line to 25'-100' required. • Article VII § 290-29(E)(2)(a)- reduction in the length of cul-de-sac the proposed cul- de-sac is eight hundred fifty one feet(851') from Evergreen Road to the center of the cul-de-sac and nine hundred thirteen feet (913') from Evergreen Road to the rear street line—less than 500' required. • Article VII § 290-29(E)(2)(b)-reduction in the minimum island radius of 38'- 40' required. • Article VII § 290-35(D)- no school bus waiting area is proposed for this project. In accordance with the Procedures for the Submission and Approval of Definitive Plans, we are submitting one plan and accompanying documents to the Northampton City Clerk. We would appreciate you directing any correspondence regarding the above referenced project to Patrick J. Melnik, 110 King Street, Northampton, MA 01060, with copies of the same to Heritage Surveys, Inc. Sincerely, ark P. Reed cc: Northampton City Clerk Patrick J. Melnik Y:\PROJECT DOCUMENTS\3923 BEAVERBROOK\3923DRAINAGE2007\3923defsub.DOC r HERITAGE SURVEYS, INC. Professional Surveyors and Engineers 241 College Hwy & Clark St, P O Box 1 Southampton, Massachusetts 01073-0001 r Bruce A. Coombs, President Telephone(413) 52736 0 Professional Surveyor, MA, CT& VT Facsimile(413)527-828 E-mail: bruce@heritagesurveys.com Website: heritagesurvey .com April 9, 2007 Page 1 of 2 City of Northampton Planning Board 210 Main Street—City Hall Northampton, MA 01060 RE: Beaver Brook Estates Definitive Subdivision Submission Evergreen Road Northampton, MA HSI Job#3923-980831 Dear Planning Board Members: On behalf of our clients, John J. Hanley, Trust & Patrick J. Melnik, c/o Partrick J. Melnik, and in accordance with the Northampton Subdivision of Land Chapter 290, we are submitting sixteen (16) full scale sets and seven (7) reduced size 11" x 17" sets of prints of Definitive Subdivision Plans of Beaver Brook Estates, dated March 29, 2007, Sheets 1-17 (Index Sheet, Overall Subdivision Plan, Definitive Subdivision Plans (2), Topographical Plans (2), Site Grading/Tree Clearing Plan (2), Multi-Family Site Development Plan, Construction Plan (2), Detention Basin Plan, Water Main Connection Plan to Grove Ave, Paving Plan,Detail Sheets (3). The Definitive Subdivision Plans show Lots 1-12, which is a twelve (12) lot Cluster Subdivision with a proposed cul-de-sac, a Multi-family Development on Parcel 1 A , which contains an existing four unit building and four new multi-family buildings that contain six (6) units and a Common Driveway off the cul-de-sac that will serve eight (8) single family houses on Parcel C. Both the Multi-Family (on Parcel 1A) and Common Driveway (on Parcel C) are part of a separate application to the Planning Board. The following items are also being submitted: 1. Form C—Application for Approval of Definitive Plan— 16 copies 2. 11"x 17" Preliminary Plan entitled "Cluster Subdivision Plan —Preferred Option, dated August 28, 2006."—7 copies 3. A check in the amount of$9,112 addressed to the City of Northampton filing fee and copies of check. 4. Traffic Assessment, prepared by Vanasse Hangen Brustlin, Inc., dated January 2007 — 16 copies 5. Drainage Calculations, prepared by Heritage Surveys, Inc., dated April 6, 2007, with Operation and Maintenance Plan— 16 copies Y:\PROJECT DOCUMENTS\3923 BEAVERBROOK\3923DRAINAGE2007\3923defsub.DOC PLAN ATTACHMENT Attached to this application is the site plan for the lot abutting Evergreen Road. Application includes site plan approval for the entire property as shown on the subdivision plan documents filed this date for final subdivision approval. These plans include all the full sized plans and reduced sized plans required to be filed with this application and are incorporated into this application by reference. 10. Do any signs exist on the property? YES NO X IF YES, describe size, type and location: Are there any proposed changes to or additions of signs intended for the property? YES NO X IF YES, describe size, type and location: 11. Will the construction activity disturb (clearing, grading, excavation, or filling) over 1 acre or is it part of a common plan of development that will disturb over 1 acre? YES X NO IF YES, then a Northampton Storm Water Management Permit from the DPW is required. 12. ALL INFORMATION MUST BE COMPLETED, or PERMIT CAN BE DENIED DUE TO LACK OF INFORMATION This column reserved for use by the Building Department EXISTING PROPOSED REQUIRED BY ZONING Lot Size 54 acres 54 acres Frontage 1 , 125 ' 1 , 125 ' Setbacks Front 180 20 minimum Vary Side L: 50 ' R: 80 ' L:10 R: 10 L: R: Rear 1 , 000 ' 20 ' minimum Building Height 12 35 ' Building Square Footage 330001 60 000.00 %Open Space: (lot area minus building it paved parking 98% 90% #of Parking Spaces 8 58 #of Loading Docks Fill: (volume Ft location) —0— —0- 13. Certification: I hereby certify that the information cont ' ed herein is true and accurate to the best of my knowledge. Date: / �' ""� Applicant's Signature NOTE: Issuance of a zoning permit does not relieve an app yllt'si bur en to comply with all zoning requirements and obtain all required permits from t rd of Health,Conservation Commission, Historic and Architectural Boards,Department of Public Works and other applicable permit granting authorities. W\Documents\FORMS\original\Building-Inspector\Zoning-Permit-Application-passive.doc 8/4/2004 , File No. ZONING PERMIT APPLICATION 01o.2) Please type or print all information and return this form to the Building Inspector's Office with the $15 filing fee (check or money order)payable to the City of Northampton 1. Name of Applicant: Patrick J . Melnik and John Hanley, Trustee Address: 110 King Street , Northampton, Ma Telephone: (413) 584-6750 2. Owner of Property: Same Address: Telephone: 3. Status of Applicant: Owner X Contract Purchaser Lessee Other (explain) 4. Job Location: 28 Evergreen Road, Leeds , Massachusetts Parcel Id: Zoning Map# Parcel# District(s): In Elm Street District In Central Business District (TO BE FILLED IN BY THE BUILDING DEPARTMENT) 5. Existing Use of Structure/Property: 4 family apartment house on one lot 6. Description of Proposed Use/Work/Project/Occupation: (Use additional sheets if necessary): New cluster housing development . 25 new units as shown on preliminary plan attached. Planning Board Special Permit Section 5 . 2 , 10 . 5, and Section 11 , and Common Driveway Permit under 5 . 2 are sought . 7. Attached Plans: Sketch Plan Site Plan Engineered/Surveyed Plans X 8. Has a Special Permit/Variance/Finding ever been issued for/on the site? NO X DON'T KNOW YES IF YES, date issued: IF YES: Was the permit recorded at the Registry of Deeds? NO DON'T KNOW YES IF YES: enter Book Page and/or Document# 9.Does the site contain a brook, body of water or wetlands? NO DON'T KNOW YES X IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained Obtained , date issued: Conservation Commission has issued negative (Form Continues On Other Side) determination of applicability for proposed project . W:\Documents\FORMS\original\Building-Inspector\Zoning-Permit-Application-passive.doc 3/4/2004 File#MP-2007-0074 APPLICANT/CONTACT PERSON MELNIK PATRICK J ADDRESS/PHONE 110 KING ST (413) 584-6750() PROPERTY LOCATION 28 EVERGREEN RD MAP 11A PARCEL 003 001 ZONE URA THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST _ ENCLOSED REQUIRED DATE ZONING FORILLED OUT Fee Paid - Building Permit Filled out Fee Paid T_ypeof Construction:_ZPA-25 UNIT CLUSTER DEVELOPMENT&COMMON DRIVEWAY New Construction _ Non Structural interior renovations _ Addition to Existing Accessory Structure Building Plans Included: _ Owner/Statement or License 3 sets of Plans/Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFORMATION PRES ED: Approved dditional permits required(see below) y-ee--v PLANNING BOARD PERMIT REQUIRED UNDER: § ate�°'tisiCi/e� Intermediate Project: Site Plan AND/OR Special Permit with Site Plan Major Project: J,,"Site Plan AND/OR Special Permit with Site Plan s, ' �� ,_�jam?^.. � f✓� ZONING BOARD PERMIT REQUIRED UNDER: § E� Finding Special Permit Variance* Received&Recorded at Registry of Deeds Proof Enclosed Other Permits Required: Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Commission Permit from CB Architecture Coimmittee Permit from Elm Street i-nmission Signature of Building Official Date Note:Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health,Conservation Commission,Department of public works and other applicable permit granting authorities. *Variances are granted only to those applicants who meet the strict standards of MGL 40A. Contact the Office of Planning&Development for more information. MAJOR PROJECTS MUST ALSO COMPLETE THE FOLLOWING MAJOR PROJECT APPROVAL CRITERIA: 9. Does the project incorporate 4 foot sumps into the storm water control system? fX YES (` NO(explain why) 10. Will the project discharge stormwater into the City's storm drainage system? f— YES FX_ NO(answer the following) Do the drainage calculations submitted demonstrate that the project has been designed so that there is no increase in peak flows from pre-to post-development conditions during the: 1,2,or 10 year Soil Conservation Service design storm? { YES (— NO(if"no",explain why) 11. Will all the runoff from a 0.4 inch rainstorm (first flush)be detained on-site for an average of 6 hours? YES F NO(if"no",explain why) 12. Is the applicant requesting a reduction in the parking requirements? F YES .If"yes",what steps have been taken to reduce the need for parking,and number of trips per day? FX— NO 13.Traffic Study: Estimated daily and peak hour vehicles trips generated by the proposed use, traffic patterns for vehicles and pedestrians showing adequate access to and from the site and surrounding intersections, and adequate vehicular and pedestrian circulation within the site. What mitigation is proposed for incremental impacts? Applicant proposes to pay$2000 per each new unit allowed towards bike path construction. 4/1!2005 1:21 PM 7 003.pdf ii. Does the project require more than one driveway cut? J" NO (X YES(if"yes",explain why) Driveways are planned for each residential unit or lot on the new street. iii. Are pedestrian,bicycle and vehicular traffic separated on-site? JX YES NO(if"no",explain why) Applicants for Intermediate Site Plan Approval ONL Y,stop There. ' SPECIAL PERMIT Applications and MAJOR PROJECT applications MUST also contain the following: G. Explain why the requested use will: i. Not unduly impair the integrity or character of the district or adjoining zones: Residential use with single family and multi family is in harmony with the homes nearby ii. not be detrimental to the health,morals or general welfare: Houses are necessary for health morals and general welfare. iii. be in harmony with the general purpose and intent of the Ordinance: Use is allowed by zoning. H. Explain how the requested use will promote City planning objectives to the extent possible and will not adversely affect those objectives, defined in City master study plans (Open Space and Recreation Plan; Northampton State Hospital Rezoning Plan;and Downtown Northampton:Today,Tomorrow and the Future). Houses for families are part of city objectives and this area was Vision 2020 directed. Applicants for Intermediate.special Permit Approval ONLY,stop 1� here. 4/1/2005 1:21 PM 6 003.pdf C. How will the proposed use promote a harmonious relationship of structures and open spaces to: i. the natural landscape: The plans have been approved by the Northampton Conservation Commission and Natural Heritage and Endangered Species program. ii.to existing buildings: The only existing building on the site is intended to remain as it is. The the new one unit and 3 unit home to be built adjacent to the 4 unit will have separate parking and open space easements. iii. other community assets in the area: All the new homes will have access to parks and schools via bike path. D. What measures are being taken that show the use will not overload the City's resources,including: i. water supply and distribution system: Water study done by DPW approved engineering firm shows adequate quantity and pressure of water for domestic use under all conditions without adverse impact to existing homes. ii. sanitary sewage and storm water collection and treatment systems: Existing sewer lines have capacity for increased volume of flow. iii. fire protection,streets and schools: New units will meet fire flow safety criteria for new subdivision construction or,if flow criteria is not met for some units,these units will have sprinklers. Small scale of subdivision will not overload schools How will the proposed project mitigate any adverse impacts on the City's resources, as listed above? Houses are clustered to preserve open space. E. List the section(s) of the Zoning Ordinance that states what special regulations are required for the proposed project(flag lot,common drive,lot size averaging,etc.) Project requires cluster(Sec.10.5)permit and common driveway(Sec.5.2)permit. How does the project meet the special requirements?(Use additional sheets if necessary) Lot,area and open space and common driveway have all been designed to meet the criteria for cluster developments and common driveway approval. F.State how the project meets the following technical performance standards: i. Curb cuts are minimized: Check off all that apply to the project: F use of a common driveway for access to more than one business F— use of an existing side street F` use of a looped service road 4/1;2005 1:21 PM 5 003.pdf ii. Does the project require more than one driveway cut? ]` NO jX YES(if"yes",explain why) Driveways are planned for each residential unit or lot on the new street. iii. Are pedestrian,bicycle and vehicular traffic separated on-site? IX YES ] NO(if"no",explain why) ° Applicants for Intermediate Site Plan Approval ONLY,stoic here. °oJ SPECIAL PER IT Applications and MAJOR PROJECT applications MUST also contain the following: G. Explain why the requested use will: i. Not unduly impair the integrity or character of the district or adjoining zones: Residential use with single family and multi family is in harmony with the homes nearby ii. not be detrimental to the health,morals or general welfare: Houses are necessary for health morals and general welfare. iii. be in harmony with the general purpose and intent of the Ordinance: Use is allowed by zoning. H. Explain how the requested use will promote City planning objectives to the extent possible and will not adversely affect those objectives, defined in City master study plans (Open Space and Recreation Plan; Northampton State Hospital Rezoning Plan;and Downtown Northampton:Today,Tomorrow and the Future). Houses for families are part of city objectives and this area was Vision 2020 directed. Applicants for Intermediate Special Permit Approval ONLY,stop OW here. 4/1/2005 1:21 PM 6 003.pdf 7. Describe proposed project/work below: 25 New residential units in a cluster concept are proposed.4 Existing units to remain. Applicants will construct a new 3 unit building adjacent to the existing 4 unit.Remaining unit sites will be sold and new single family homes of choice of buyers will be constructed within building envelopes shown on plans subject to zoning setback rules and requirements which will be maintained. Driveway locations and roadways will not vary from plans. 8. Site Plan and Special Permit Approval Criteria. (If any permit criteria does not apply,explain why.) Preliminary subdivision plan was approved. Conservation Commission made a negative determination of applicability on 8/29/2005. Area was proposed for residential housing on Vision 2020 planning map.No Adverse Traffic or impact on city services is expected. A. How will the requested use protect adjoining premises against seriously detrimental uses? How will the project provide for: i. surface water drainage: On site storm water management will accommodate 100 year post development storm event volume. ii. sound and sight buffers: Existing woodland will remain except as required for building,grading and drainage. iii. the preservation of views,light and air: No new houses planned closer than 100 feet from and existing home. Tree buffers to abutting properties are to remain. B. How will the requested use promote the convenience and safety of pedestrian movement within the site and on adjacent streets? i. How will the project minimize traffic impacts on the streets and roads in the area? Traffic study shows no adverse impact. Proposed bike path connector will allow residents to travel by bike or by foot to reduce traffic volume. ii. Where is the location of driveway openings in relation to traffic and adjacent streets? Driveways shown on the plan are on the new street and there are no driveway openings proposed on existing streets. iii. What features have been incorporated into the design to allow for: a. access by emergency vehicles: New Road is wide enough for two way traffic. Common driveway to 6 remote houses will be looped and the driveway cuts to individual house sites are spaced to be utilized as turnouts. b. the safe and convenient arrangement of parking and loading spaces: There is room for parking for at least two vehicles per residential unit and parking will be provided by either garage or on site parking spaces. c. provisions for persons with disabilities: Each unit can be built to accommodate purchasers with disabilities, Bike path is being designed to be ADA compliant. 4/1/2005 1:21 PM 4 003.pdf F Existing and proposed topography(for intermediate projects the permit granting authority may accept generalized topography instead of requiring contour lines)showing: a. two foot contour intervals b. wetlands,streams,surface water bodies c. drainage swales and floodplains d. unique natural land features F— Location of: a. parking and loading areas b. public and private ways c. driveways and walkways d. access and egress points e.proposed surfacing (— Location and description of: a. all stormwater drainage/detention facilities b. water quality structure c. public and private utilities/easements d. sewage disposal facilities e.water supply facilities F— Existing and proposed: a. landscaping,trees and plantings(size and type of plantings) b.stone walls c.buffers and/or fencing F— Signs:existing and proposed: a.Location b.dimensions/height c. color and illumination F— Provisions for refuse removal,with facilities for screening of refuse when appropriate F— Lighting: a.Location b.Details C. Photometric Plan showing no more than 0.5 foot candle at property line An erosion control plan and other measures taken to protect natural resources&water supplies (major projects only) Estimated daily and peak hour vehicles trips generated by the proposed use,traffic patterns for vehicles and F— pedestrians showing adequate access to and from the site,and adequate vehicular and pedestrian circulation within the site(major projects only) I understand that it is required that I take this application to get date stamped at the City Cleric's Office 0 first,prior to filing it with the Northampton Planning and Development Office. 4/1/2005 1:21 PM 3 003.pdf 6. Check boxes below indicating that you have provided the following documentation: Site Vicinity Map/Plan Site or Plot Plan at 1"=40'or greater Filing Fee made Payable to the City of Northampton($200 or for Major Projects and Flag Lots$500.00 plus $0.05/per sq.foot of proposed new building sq.footage.Amount Enclosed: $ 675.00 0 Stamped,Self Addressed Envelope(s)to Owner and Applicant. 16 complete packages(original and 15 copies). Each packet must include all application material and be 0 collated,stapled and banded together. Two separate rubberbanded sets of stamped envelopes addressed to each of the abutters within 300'and planning boards in adjacent towns.The abutters list can be found at www.northamptonma.gov/opdd/. If within 300'of a neighboring town,the ❑ X envelopes must include the abutters within said town. The return address of all the envelopes should be labeled as:Planning and Development,City of Northampton,City Hall,210 Main Street,Room 11,Northampton,MA 01060-3198. 0 A printed list of all abutters(from above section).Number of Abutters on the list is:_ 433 0 Zoning Permit Review Form with Building Inspector's endorsement and application. Site Plans for major projects prepared and stamped by a Registered Architect,Landscape Architect,or Professional Q Engineer(At least 1 plan must have an original stamp;remaining plans trust either have an original stamp or copy of original stamp.) Folded Plans-all plans I F x 17'or larger must be folded and collated with each appplication(If 24"x 36" plan ❑ sheets are included,they may contain 7 full sets with the remaining 9 at I I"x 17'size.) Traffic Study(Applicable to major projects) Stormwater Management Plan,including soils information and depth to groundwater(Applicable to major ❑X projects) Building Elevations ❑ X Lighting,if applicable WAIVER REQUEST. All items below are required unless a waiver is requested.To request a waiver for an E item,check the item and provide your reason for requesting a waiver. h- Site plan(s)at a scale of 1"=40'or larger I-' Name and address of the owner and the developer,name of project,date and scale plans: " Plan showing Location and boundaries of: a. the lot,with adjacent streets or ways b. all properties and owners within 300 feet c.all zoning districts within 300 feet F- Existing and proposed: a.buildings b. setbacks from property lines c.building elevations d. all exterior entrances and exits(elevation plans for all exterior facades structures are encouraged) Present and proposed use of: a. the land b. building 4/1/2005 1:21 PM 2 003.pdf Print Form r0 'of PLANK„y09h . O ro [- ^c:y � ( CITY OF NORTHAMPTON .. PLANNING BOARD APPLICATION NO AMPfON orb All of the following information is required. Incomplete applications will not be accepted. If you wish to review application materials with the Senior Planner prior to submission,please call 413-587-1287. 1.Project Type (Check Box Information is located on Building Inspector's Review Form;which is a,prerequisite to filing this application Intermediate Projects($200.00) or Major Projects($500.00)plus$0.05/per square foot of -New construction or additions of 2,000-4,999 proposed new building square footage -New construction or additions of 5,000+gross sq.ft. gross square footage (excluding single family -Commercial Parking lots and parking garages homes and agricultural uses) -Take-out restaurants and convenience stores(Except - Projects requiring 6-9 additional parking spaces in the Central Business District) - Planned Village Projects that are not a Major Project _Automobile service stations -Flag lots(additional fee required) -Projects that require 10+additional parking spaces -Residential Incentive and Business Park projects F Site Plan (complete 1-8F) I_ Site Plan (complete 1-13) F Special Permit with Site Plan(complete 1-8H) f_X Special Permit with Site Plan(complete 1-13) 2. Permit is Requested Under Zoning Ordinance Section(s) and Page(s) From 5_9 /_5_J 110-5/1QL9 5—L/5. 11 /11_..1 / Building Inspector's Review Form Section/Page I Section/Page Section/Page Section/Page Section/Page 3. Parcel Information Address: 28 Evergreen Road, Leeds �sn§� or�1er},tificatio%Map#,Parcel#: 5-6 2nd Map#,Parcel#: 6-61, Zoning District: 6-20, 6-19 6-58-5=7- (if applicable) SR and TIRA Recorded in Hampshire Registry of Deeds or Land Court Book: 8333-275 Page: 5493-23, 5917--206 qp 04 4.Applicant Information �anley,.Owner Information(ifdifferentfrom Applicant) Name Patrick J. Melnik and John J. T rustees of Beaver Brook rust Address 110 King Street, Northampton, a 01060 Same Telephone Email melnik@verizon.net Fax (413) 584-6789'' Status of IX Owner F- Contract Purchaser Applicant ( Lessee Other Applicant's Signatur Date 'z S �l O ees iglature* Da I certify: the infol ation contained herein is true and urate to the best of my knowledge; the abovesigned owner(s) grant the Board and its agents permission to enter the property to review this application; I understand all documents will be entered into the public record and will be available on the internet; I understand that if neighboring issues have not been addressed/ resolved prior to the hearing, the Board will continue the hearing. *Owner's signature or letter from owner authorizing applicant/representative to sign on behalf of owner. 4/1/2005 1:21 PM 1 003.pdf FOR OFFICE USE: Distribute to:Sr.Planner Building_;DPW_(2);Fire_ Policed BOH°` . .Please review&send comments to the Sr.-Planner.The tentative'meeting date is 2nd Thursday)4th Thursday ofJan. Feb._;Marche April_;May_ June_;July;Aug._ Sept._ Oct._ Nov._Dec._. FLAN INS AND DEVELOPMENT - CI I OF NCMEAM 2TON i Cky7 Haff• 21 o Main Street, Room 11 • Nort6ampton,M_A, o.060-3198 413)587-1i66 • lax:587-1264 Wane Feiden, Director pianning@northamr)tonpiaxning.org northampton77tannrny.nrg svww.nortJ;a:nptonptanning.org JIISTi To: Tony Patillo, Building Inspector Jim Laurila, DPW (2 copies) Brian Duggan, Fire Chief Captain Michael Wall, Police Dept. Ernie Mathiew, Board of Health From: Planning Department Re: Pen-nit Application Review Please review and return the enclosed application(s) or additional information for either Planning Board or Zoning Board so we can advise the Boards•of any concerns you may have. The tentative Meeting Date is: 216 Thursday v` 4t" Thursday of January July February August March 1 September April October May November June December Or other scheduled date: Please return your comments to Carolyn Misch. Thank you. plamiing board•conservation commission -zoning board o{appeals -:housing pannersb7p •redevelopment authority • northampton cis economic development •community development •.istoric district commission • ijistoricai commission•central business ambitecture ariginatprintedon recyciedpaper